Annex No.6 Turbidity Analysis for Downstream Reaches, Solo River Estuary and Colo Weir

Annex No.6 Turbidity Analysis for Downstream Reaches, Solo River Estuary and Colo Weir

THE STUDY ON COUNTERMEASURES FOR SEDIMENTATION IN THE WONOGIRI MULTIPURPOSE DAM RESERVOIR IN THE REPUBLIC OF INDONESIA FINAL REPORT SUPPRTING REPORT I Annex No.6: Turbidity Analysis for Downstream Reaches, Solo River Estuary and Colo Weir Table of Contents Page CHAPTER 1 GENERAL...6-1 1.1 Outline of the Study...6-1 1.2 Present Condition...6-2 1.2.1 Mainstream and Tributaries...6-2 1.2.2 Cross Section and Profile...6-2 1.2.3 Flow Capacity and Design Discharge...6-3 1.2.4 Riverbed Material...6-4 1.2.5 River Structures...6-7 1.2.6 Turbidity and Sediment Load...6-8 1.2.7 Riverbed Movement...6- CHAPTER 2 TURBIDITY MEASUREMENTS...6-11 2.1 Objective of Turbidity Measurement...6-11 2.2 Correlation between Turbidity and SS Concentration...6-11 2.3 Five Major Tributaries in Wonogiri Dam Basin...6-12 2.3.1 Outline of Measurement...6-12 2.3.2 Result of Measurement...6-14 2.4 Turbidity Current from Keduang River...6-15 2.4.1 Outline of Measurement...6-15 2.4.2 Result of Measurement...6-16 2.5 Spillout...6-19 2.5.1 Outline of Measurement...6-19 2.5.2 Spillout on December 29, 2004...6-19 2.5.3 Spillout in 2006...6-21 i

2.6 Upper Solo River downstream of Wonogiri Dam...6-25 2.6.1 Outline of Measurement...6-25 2.6.2 Result of Measurement...6-26 CHAPTER 3 TURBIDITY ANALYSIS FOR DOWNSTREAM REACHES...6-28 3.1 Objective of Analysis...6-28 3.2 Approach of Analysis...6-29 3.3 Setting-up of Turbidity Analysis Model...6-29 3.3.1 Objective Area...6-29 3.3.2 Analysis Model...6-30 3.3.3 Conditions of Analysis...6-31 3.3.4 Output of the Model...6-32 3.4 Calibration of Analysis Model...6-33 3.4.1 Data for Calibration...6-33 3.4.2 Calibration Result...6-33 3.5 Case of Turbidity Analysis...6-35 3.5.1 Analysis Case for Current Condition...6-35 3.6 Results of Analysis...6-36 3.6.1 Result of Dry year (2004/2005)...6-36 3.6.2 Result of Normal Year (1995/1996)...6-40 3.6.3 Result of WET Year (1998/1999)...6-43 3.6.4 Summary of Analysis Result...6-48 3.7 Evaluation of Impact for Downstream...6-48 3.7.1 Impact for Discharge...6-49 3.7.2 Impact for SS Concentration...6-51 3.7.3 Impact for Stress Index...6-53 3.7.4 Impact for Sediment Load...6-55 CHAPTER 4 SOLO RIVER ESTUARY...6-57 4.1 Background...6-57 4.2 Origin and Growth...6-57 4.3 Filed Investigation on Bengawan Solo River Estuary...6-63 4.4 Analysis of Sediment Load in Solo River Estuary...6-65 4.5 Impact of Sediment Release from Wonogiri Dam...6-68 4.5.1 Characteristics of Sediment Released from Wonogiri Dam...6-68 4.5.2 Impact of Sediment Load...6-68 4.5.3 Conclusion...6-68 CHAPTER 5 COLO WEIR...6-70 5.1 Objective of Study...6-70 5.2 Structural Feature and Operation and Maintenance...6-70 5.2.1 Basic Feature...6-70 ii

5.2.2 Structural Feature of Intake...6-71 5.2.3 Operation and Maintenance...6-71 5.2.4 Operation of Sediment Flushing...6-71 5.3 Present Status of Colo Weir Sedimentation...6-74 5.3.1 Sedimentation Profile and Cross Section...6-74 5.3.2 Field Investigation...6-74 5.3.3 Bed Material...6-74 5.3.4 Interview Survey...6-78 5.4 Analysis of Sediment Load at Colo Weir...6-78 5.5 Impact of Sediment Release from Wonogiri Dam...6-79 5.5.1 Assessment of Clogging of Intake...6-79 5.5.2 Assessment of Decrease of Flow Capacity by Back Sand...6-79 5.5.3 Sediment Deposition in the Canal...6-79 5.6 Monitoring Plan...6-80 List of Tables Table 1.2.1 Outline of Cross Section Survey...6-2 Table 1.2.2 Characteristics of Upper Solo Mainstream...6-3 Table 1.2.3 Availability of Grain Size Distribution of Riverbed Materials in Wonogiri Basin...6-5 Table 1.2.4 Existing Structure in the Upper Solo River...6-7 Table 1.2.5 Mean Monthly Discharge at Colo Intake Weir between 1986 and 2005...6-8 Table 1.2.6 Annual Suspended Load in the Upper Solo Basin...6-9 Table 2.1.1 Outline of Turbidty Measurements...6-11 Table 2.4.1 SS concentration along Turbidity Current from Keduang River in January October 2005...6-17 Table 2.5.1 List of Samples during Spillout on December 29, 2004...6-20 Table 2.5.2 SS Concentration before Spillout on December 29, 2004...6-20 Table 2.5.3 Concentrations during Spillout in 2006...6-23 Table 2.6.1 The Result of SS Concentration along Upper Solo River in Wet and in Dry Seasons...6-26 Table 3.1.1 Impacts for Downstream River Caused by Sediment Release from Dam...6-28 Table 3.3.1 Calculation Method of Turbidity Analysis Model...6-31 Table 3.3.2 Applied Cross Section, Structure and Riverbed for Turbidity Analysis Model...6-32 Table 3.3.3 Boundary Conditions of Dam Outflow and Inflow from Tributaries...6-32 Table 3.4.1 Data List for Calibration...6-33 Table 3.5.1 Annual Reservoir Inflow and Outflow of Selected Hydrological Years...6-36 Table 3.7.1 Characteristics of Monthly Maximum of SI...6-54 Table 3.7.2 Comparison of Accumulated Passing Volume of SS along Upper Solo River in Wet Season (November 1 to May 20)...6-56 Table 4.2.1 Past Main Works for River Improvement in Bengawan Solo River...6-58 iii

Table 4.2.2 Collected Map, Aerial Photographs and Satellite Images of Bengawan Solo River Estuary...6-59 Table 4.3.1 Location of Site and Result of Observation of DO, Temperature and Turbidity...6-63 Table 4.3.2 Specific Gravity and Grain Size Composition of Sediment Deposit at Estuary of Bengawan Solo River...6-65 Table 4.4.1 Catchment Area and Equation of Sediment Rating Curve at Each Station in Lower Solo River...6-66 Table 4.4.2 Mean Monthly Sediment Discharge in Lower Solo River...6-67 Table 5.2.1 Structural Feature of Colo Weir...6-73 Table 5.3.1 Grain Size Distribution of Colo Weir Sediment...6-77 List of Figures Figure 1.2.1 Location Map of Upper Solo River Basins...F-1 Figure 1.2.2 Basin Diagram in the Upper Solo River Basin...F-2 Figure 1.2.3 Longitudinal Profile of Upper Solo River...F-3 Figure 1.2.4 Design Flood Discharge Distribution in Upper Solo River Improvement Project...6-3 Figure 1.2.5 Flow Capacity in Upper Solo River...6-4 Figure 1.2.6 Comparison of Grain Size Distribution of River Bed Materials...F-4 Figure 1.2.7 Characteristic of Grain Size Distribution in Tributaries...6-6 Figure 1.2.8 Location Map of River Bed Material Sampling...6-6 Figure 1.2.9 Particle Size Distribution of River Sediment Materials at points along the Solo River Downstream of the Wonogiri Multipurpose Dam...6-7 Figure 1.2. Grain Size Distribution of SS from Outlet of Wonogiri P/S...6-8 Figure 1.2.11 Location Map of Sediment Load Survey...6-9 Figure 1.2.12 Sediment Discharge Rating Curves...F-5 Figure 2.2.1 Correlation between Turbidity and SS Concentration...6-12 Figure 2.3.1 Characteristic of Wonogiri Catchment Area and Reservoir Area...6-13 Figure 2.3.2 Sediment Rating Curves in the Rivers (2004.11~2005.5)...6-15 Figure 2.3.3 Grain Size Distribution of Sediment Inflow in the Rivers (2004.11~2005.5)...6-15 Figure 2.4.1 Location Map of Turbidity Measurement in Keduang River Mouth...6-16 Figure 2.4.2 Relation between Outflow Discharge and SS Concentration in January to October 2005...6-17 Figure 2.4.3 Observed SS Concentration at Keduang River Mouth, Dam in Left Front, Spillway in Front and Outlet of Power Station in January October 2005...6-18 Figure 2.5.1 Location Map of Turbidity Measurement during Spillout...6-20 Figure 2.5.2 Time variation of SS concentration on December 29, 2004...6-21 Figure 2.5.3 Dam Operation Record during Spillout from January 28 to February 8 in 2006...6-22 Figure 2.5.4 Observed SS Concentration during Spillout from January 28 to February 8 in 2006...6-23 iv

Figure 2.5.5 Example of Vortex Flow in Front of Spillway (Result of Reservoir Sedimentation Simulation on March 13, 2004)...6-24 Figure 2.5.6 Grain Size Distribution of Spillout Water...6-25 Figure 2.6.1 SS Monitoring in Upper Solo River from November 2004 to February 2006...6-27 Figure 2.6.2 Longitudinal Variation of SS Concentration along Upper Solo River in Wet and in Dry Seasons...6-27 Figure 3.1.1 Impacts for Downstream River Caused by Sediment Release from Dam...6-28 Figure 3.2.1 Basic Approach of Turbidity Analysis...6-29 Figure 3.3.1 Location Map for Turbidity Analysis Model...6-30 Figure 3.3.2 Classification of Sediment Transport by Grain Size and by Mode of Transporte...6-31 Figure 3.3.3 Sediment Rating Curve of Tributaries in Upper Solo River Basin...6-32 Figure 3.4.1 Sediment Rating Curve at Jurug in Upper Solo River Basin...6-33 Figure 3.4.2 Simulation Result for Discharge at Jurug and Tangen in 2004/05 Wet Season...6-34 Figure 3.4.3 Simulation Result for SS Concentration in 2004/05 Wet Season...6-35 Figure 3.6.1 Comparison of Reservoir Water Level, SS concentration and Discharge of Dam Outflow between With and Without Measure in Dry Year (2004/2005)...6-36 Figure 3.6.2 Comparison of SS concentration in Upper Solo Mainstream between With and Without Measure in Dry Year (2004/2005)...6-37 Figure 3.6.3 Comparison of Discharge in Upper Solo Mainstream between With and Without measure In Dry Year (2004/2005)...6-38 Figure 3.6.4 Comparison of Peak SS Concentration in Upper Solo Mainstream between With and Without measure In Dry Year (2004/2005)...6-39 Figure 3.6.5 Comparison of Reservoir Water Level, SS concentration and Discharge of Dam Outflow between With and Without Measure in Normal Year (1995/19965)...6-40 Figure 3.6.6 Comparison of SS concentration in Upper Solo Mainstream between With and Without Measure in Dry Year (1995/1996)...6-41 Figure 3.6.7 Comparison of Discharge in Upper Solo Mainstream between With and Without Measure in Dry Year (1995/1996)...6-42 Figure 3.6.8 Comparison of Peak SS Concentration in Upper Solo Mainstream between With and Without Measure in Dry Year (1995/1996)...6-43 Figure 3.6.9 Comparison of Reservoir Water Level, SS concentration and Discharge of Dam Outflow between With and Without measure In Dry Year (1998/1999)...6-44 Figure 3.6. Comparison of SS concentration in Upper Solo Mainstream between With and Without measure In Dry Year (1998/1999)...6-45 Figure 3.6.11 Comparison of Discharge in Upper Solo Mainstream between With and Without measure In Dry Year (1998/1999)...6-46 Figure 3.6.12 Comparison of Peak SS Concentration in Upper Solo Mainstream between With and Without measure In Dry Year (1998/1999)...6-47 Figure 3.7.1 Comparison of Monthly Mean Discharge in Upper Solo Mainstream bewteen With/Without Measures...6-50 v

Figure 3.7.2 Comparison of Monthly Maximum Discharge in Upper Solo Mainstream bewteen With/Without Measures...6-50 Figure 3.7.3 Comparison of Discharge-Duration in Upper Solo Mainstream bewteen With/Without Measures...6-51 Figure 3.7.4 Comparison of Monthly Mean Discharge in Upper Solo Mainstream bewteen With/Without Measures...6-52 Figure 3.7.5 Comparison of Monthly Maximum Discharge in Upper Solo Mainstream bewteen With/Without Measures...6-52 Figure 3.7.6 Comparison of Frequency of High SS Concnetration in Upper Solo Mainstream bewteen With/Without Measures...6-53 Figure 3.7.7 Example of SI Calculation on Various Threshold Values of SS Concentration...6-53 Figure 3.7.8 Comparison of Monthly Maximu SI in Upper Solo Mainstream bewteen With/Without Measures...6-55 Figure 4.1.1 Location Map of Estuary of Bengawan Solo River...6-58 Figure 4.2.1 Topographic Mapping of Bengawan Solo River Estuary...6-60 Figure 4.2.2 Aerial Photograph and Satellite Image of Bengawan Solo River Estuary...6-61 Figure 4.2.3 Variations of Bengawan Solo River Estuary from 1992 to 2000...6-62 Figure 4.3.1 Present Condition and Photos in Bengawan Solo River...6-64 Figure 4.3.2 Grain Size Distribution of Sediment Deposit at Estuary of Bengawan Solo River...6-65 Figure 4.4.1 Sediment rating Curves at Major Stations in Lower Solo River...6-66 Figure 4.4.2 Observed Daily Discharge Hydrograph at Major WL Stations (NAPEL)...F-6 Figure 4.4.3 Observed Daily Discharge Hydrograph at Major WL Stations (CEPU)...F-7 Figure 4.4.4 Observed Daily Discharge Hydrograph at Major WL Stations (BOJONEGORO)...F-8 Figure 4.4.5 Observed Daily Discharge Hydrograph at Major WL Stations (BABAT)...F-9 Figure 4.4.6 Comparison of Mean Monthly Sediment Loads in Lower Solo River in 1975 1999...6-67 Figure 4.4.7 Longitudinal Variation of Mean Annual Sediment Load in Lower Solo River...6-67 Figure 4.5.1 Comparison of Composition Ratio of Each Grain Size between in Solo 4-12River Estuary and Wonogiri Dam Sediment...6-68 Figure 5.2.1 Plan, Longitudinal and Cross Section of Colo Weir...6-72 Figure 5.2.2 Water Level, Intake Volume at Colo Weir (2000-2005)...6-73 Figure 5.3.1 Sedimentation Profile in the Upstream of Colo Weir...6-75 Figure 5.3.2 Cross Section of Colo Weir...6-75 Figure 5.3.3 Location Map of Sediment Sampling at Colo Weir...6-77 Figure 5.3.4 Comparison of Grain Size Distribution of Sediment between Colo Weir and Wonogiri Dam...6-77 Figure 5.4.1 SS Concentration at Colo Weir in December 2004 to May 2005...6-78 Figure 5.4.2 Sediment Balance between Wonogiti Dam and Colo Weir...6-79 vi

CHAPTER 1 GENERAL 1.1 Outline of the Study In the master plan, construction of a sediment storage reservoir with new gates was proposed as one of the urgent measures. This measure aims at securing the existing intake function through a sediment sluicing/flushing system on the sediment storage reservoir without using the stored water in the main reservoir. However, while the sediment sluicing/flushing system is operated, plenty of highly turbid water will be released to downstream reaches for a certain duration. There would be a threat to cause adverse impacts to social and natural environments in the downstream reaches. For example, on the Wlingi multipurpose dam project the combined sand flushing of Wlingi multipurpose dam and Lodoyo afterbay weir located downstream of the Wlingi dam in the Brantas River basin was carried out for the period from May 7, 2004 to May, 2004. It was reported that the significantly high concentration of sediment load more than,000 mg/ltr was observed in the released water. e effects of the sand flushing operation and its impacts on downstream reach are under evaluation by the project office. Hence, it is envisaged that the operation of sediment sluicing/flushing from the Wonogiri reservoir may need to be restricted to the extent that they will not affect significantly the river conditions On the other hand, form the view of the concept basin-wide sediments management system, a sustainable use of the Wonogiri reservoir and an appropriate sediment balance in the Bengawan Solo River basin may lead in the future through sediment flushing/sluicing operation. Combined Sand Flushing of Wlingi Multipurpose Dam and Lodoyo Afterbay Weir The study on turbidity analysis for the downstream stretch from the Wonogiri reservoir aims at assisting to prepare the sediment releasing plan in the future. This supporting report presents the results and findings of the study on turbidity analysis for the downstream stretch from the Wonogiri reservoir, which involved: - To review the present status of the Upper Solo River from the Wonogiri dam, - To measure and assess the turbidity in the stretch of the Uppwer Solo and the dam intake and the dam outlet,, - To develop and verify a numerical sedimentation model and analyze the present and future sediment hydraulic condition of the Upper Solo River from the Wonogiri dam - To review and assess the impact of the Solo River estuary through sluicing/flushing system,, and - To review and assess the impact of the Colo weir through sluicing/flushing system. Nippon Koei Co.,Ltd. 6-1 July 2007

1.2 Present Condition 1.2.1 Mainstream and Tributaries The Bengawan Solo River basin is located along the eastern and central districts of Java with a chatchment area of 16,km 2 and a length of about 600 km. The Bengawan Solo River is largely divided into 3 basins, the Upper Solo River basin, Madiun River basin and Lower Solo River basin. The subject area of this study is the Upper Solo basin between Wonogiri dam and Ngawi located at the confluence of the Madiun River and the Solo River. The location map of Upper Solo River is presented in Figure 1.2.1. The Upper Solo mainstream flows passing through the wider plain between Mt. Lawu and Mt. Merapi/ Mt. Murbabu and crossing the ancient capital of Surakarta City from south-west to north-east and change its direction from west to east at Suragen City, then confluence with the Madiun River at Ngawi City. It is 200 km long from the Wonogiri dam to Ngawi with the drainage area of 4,750 km 2. Before flood control projects of the Wonogiri dam construction in 1980 as well as the Upper Solo River improvement project in 1994, the Upper Solo basin was frequently suffered from the floods year after year. Especially in 1966 and in 1968, the recorded maximum floods attacked the basin sequentially which inundated around one week in the Surakarta City. These floods caused the severe damage for people, crops and many facilities. Through above projects, the river stretch of the Upper Solo had been improved to secure a safety against a -year probable flood. Recently, since completion of the projects no awful flood occurred in the basin. In present, the past flood plain drastically changed to the fertile irrigation area. There are many tributaries flowing into the mainstream of the Upper Solo supplying not only water but also sediments produced in the basin. In this Study, the tributaries in the subject area were divided into 16 basins as presented in the basin diagram for turbidity analysis model in Figures 1.2.2. 1.2.2 Cross Section and Profile In 2004, the river cross section survey was carried out by WREFER & CIP (JBIC) and by this Study in the respective stretches of the Upper Solo River between the Wonogiri dam and Ngawi. Totally 329 cross sections were surveyed with the interval of 500 m as presented in Table 1.2.1. The characteristics of Upper Solo mainstream is summarized in Table 1.2.3. The longitudinal section between the Wonogiri dam and Ngawi was created based on the cross sections as presented in Figures 1.2.3. The riverbed slope is 1/3000 1/3700 in the stretch of Jurug Ngawi and 1/1700 1/2200 in the stretch of Colo Jurug. The riverbed slope is gradually gentler from the Jurug to the downstream. Especially in the stretch between the Wonogiri dam and the Colo weir, the river bed slope is almost flat because of sediment deposits in the upstream stretch of the Colo weir. Table 1.2.1 Outline of Cross Section Survey Year Stretch Interval Section Source 2004 Just D/S of Wonogiri dam to confluence with Sragen River (BS130) 500 m 163 WREFR&C IP(JBIC) 2004 confluence with Sragen River to 500 m 166 JICA confluence with Madiun River Source: WREFR&CIP(JBIC) and JICA Study Team Nippon Koei Co.,Ltd. 6-2 July 2007

21.6 182.4 1/1,720 Table 1.2.2 Characteristics of Upper Solo Mainstream Upper Solo Length Average features Unit (km) Accum. (km) Bed Slope Depth Width Ngawi - Pojok 35.3 35.3 1/3,700 140 Pojok - Sawur 35.9 71.2 1/3,000 9 120 Sawur - Tangen 21.4 92.6 1/3,200 9 120 Tangen - Jurug 50.9 143.5 1/3,200 8 Jurug - Dengkeng 1) 17.3 160.8 1/1,720 (1/2,720) (7) 220 (80) Denkeng 6 200-90 Nguter 1) (1/2,340) (5) (160-55) Nguter - Colo 1.3 183.7 1/2,200 5 130 Colo - Wonogiri 16.4 200.1-9 150-70 Note: Data in the participation shows the value before Upper Solo River Improvement Project, Stage 1 in 1994. Source: CDMP 1.2.3 Flow Capacity and Design Discharge The Upper Solo River Improvement Project was completed in 1994 covering the river stretch of 53 km in length from Nguter bridge to Jurug bridge. The Nguter bridge is located downstream of the Colo Intake Weir and the Jurug brigde is located about 5 km downstream of Surakarta City. By the project, the river stretch was improved to secure a safety against a -year probable flood incorporating the significant flood control effect of the Wonogiri reservoir. The design flood discharge distribution along the stretch is illustrated in Figure 1.2.4 below: The present flow capacity of the stretch between the Wonogiri dam and Ngawi was assessed by the non-uniform flow calculation using the recent cross section survey data. As illustrates in Figure 1.2.5 below, between Wonogiri and Jurug the river channel has basically enough capacity against the design discharge of years probable flood. On the other hand, some parts of the river stretch downstream of the Upper Solo Improvement Project could not secure enough flow capacity against the design discharge. There is a bottle-neck of flow capacity in the stretch from the Wonogiri dam to the Colo. Because of the bottle-neck, the outflow discharge from the Wonogiri dam shall be strictly regulated less than 400 m 3 /s against inflowing of the Standard Highest Flood Discharge of 4,000 m 3 /s. Although the Colo weir was almost fully deposited of sedimentation in present, the flow capacity in the stretch upstream of the Colo still keeps the design discharge of 400 m 3 /s. Figure 1.2.4 Design Flood Discharge Distribution in Upper Solo River Improvement Project Nippon Koei Co.,Ltd. 6-3 July 2007

Upper Solo River Improvement Project 2000 1500 Discharge (m3/s) 0 500 Ngawi Design Discharge ( years) Flow Capacity for Bank (Left) Flow Capacity for Bank (Right) 0 0 5 15 20 25 30 35 40 45 50 55 60 65 70 75 80 Distance from Wonogiri (km) Suragen KenatenR. Wonogiri Colo Weir Jlantah R. Denkeng R. Pusur R. Brambang Kebangan Samin R. Pepe(Anyar) Cemoro R. Grompol 2000 1500 Discharge (m3/s) 0 500 0 80 85 90 95 5 1 115 120 125 130 135 140 145 150 155 160 Distance from Wonogiri (km) Source: JICA Study Team Figure 1.2.5 Flow Capacity in Upper Solo River 1.2.4 Riverbed Material (1) Data Availability Grain size distribution of riverbed materials is one of the dominant factors for the sediment transportation in a river as well as a hydraulic condition. From the feasibility study stage of the Wonogiri Dam Project, available grain size distribution data were collected. Availability of the data is shown in Table 1.2.3 below. Nippon Koei Co.,Ltd. 6-4 July 2007

Table 1.2.3 Availability of Grain Size Distribution of Riverbed Materials in Wonogiri Basin No. Year Location Reference Agency 1 1975 Dam site (1) Keduang (1) Tirtomoyo (1) Solo (1) Feasibility Study of Wonogiri Multipurpose Dam OTCA 2 1983 Upper Solo d/s of dam WRFER&CIP PBS 3 1986 Keduang (8) Tirtomoyo (8) Temon (8) Solo (8) Alang (8) Wuruyantro (8) Monitoring on Erosion and Sedimentation Consisting of Measurement, Planning and Erosion/Sedimentation Researches in Wonogiri Dam Catchment Area 4 1994 Upper Solo d/s of dam WRFER&CIP PBS 5 1995 Upper Solo d/s of dam WRFER&CIP PBS 6 2001 7 2004 Dam Site (Spoil Bank) (1) Keduang (Bridge) (1) Keduang (Dam+12K) (1) Keduang (Dam+19K) (1) Keduang (Dam+24K) (1) Keduang (6) Tirtomoyo (6) Temon (6) Solo (6) Alang (6) Basic Design Study Report on the Project for Urgent Countermeasures for Sedimentation in Wonogiri Multipurpose Dam Reservoir JICA Study Note) Number in parenthesis shows the number of samples. Source: JICA Study Team (1) Upstream of Wonogiri Reservoir The comparison of grain size distribution of riverbed materials in the Wonogiri dam basin is shown in Figure 1.2.6. 1) Wonogiri Reservoir PBS JICA JICA Before the Wonogiri dam construction, riverbed composed of mainly coarse materials of 15 mm in D60. There was no material smaller than 0.3 mm in diameter. This means finer materials were completely flown out to the downstream reaches at that time. In 2001 and 2004 after the completion of the Wonogiri dam, fine materials have been completely trapped in the reservoir. The sediment deposits in the reservoir comprise fine material, that is, D60 is 0.07mm. 2) Main Tributaries The grain size distribution is similar with each tributary. Riverbed is composed of sand and gravel and there is no fine materials smaller than 0.1 mm. As the result of site inspection in this Study, many outcrops were observed on riverbed in tributaries. In the stretch of upstream of the Wonogiri reservoir, the grain size of river bed materials in tributaries varies in wide range and thus its distribution is not uniform because i) the riverbed materials looked strongly influenced by riffles and pools of natural stream and ii) sand mining activities are very active. As shown in photo below, large rocks with 1 m diameter are deposited in upper reaches, sand and gravel are usually deposited in middle reaches and finer materials as clay and silt can not be easily deposited in river channel and finally reach down to the reservoir. Nippon Koei Co.,Ltd. 6-5 July 2007

Dam Deposition of Fine material Flow out of finer material Source of sediment -Land slide, Gully -Surface Soil Erosion -River bank erosion, etc. Clay, Silt Sand & Gravel Boulder Bed Material Source: JICA Study Team Figure 1.2.7 Characteristic of Grain Size Distribution in Tributaries (2) Downstream of Wonogiri Dam The riverbed material survey has been carried out by PBS on the stretch from the Wonogiri dam to Jurug in 1983, 1994 and 1995. In addition to the previous data to extend the survey area until Ngawi, the river bed materials were sampled at ten () locations between Jurug and Ngawi. Location map of river bed material survey is presented in Figure 1.2.8. At each location, the riverbed materials deposited in 50 cm below the surface were sampled from the central part of the river channel and both side of the river banks. The grain size distribution curves of river deposit materials are shown in Figure 1.2.9 below. The maximum grain size ranges from 88.90 mm to 4.75 mm and 60% diameter of grain size ranges from 9.50 mm to 0.18 mm with an average of 1.73 mm. The river deposit materials were mainly composed of the sand and it percentage of total volume was from 65% to 98%. The composition of clay and silt was from 2% to 35%. Figure 1.2.8 Source: JICA Study Team Location Map of River Bed Material Sampling Nippon Koei Co.,Ltd. 6-6 July 2007

PERCENTAGE PASSING (%) (From Wonogiri to Sragen) 90 80 70 60 50 40 30 20 0 0.001 0.01 0.1 1 GRAIN SIZE(mm) BS1 BS14 BS26 (TL329) BS42 (TL254) BS58 (TL182) BS73 (TL127) PEECENTAGE PASSING (%) (From Suragen to Ngawi) 90 80 70 60 50 40 30 20 0 0.001 0.01 0.1 1 GRAIN SIZE (mm) S-1 S-2 S-3 S-4 S-5 S-6 S-7 S-8 S-9 S- Source: The data on left figure was obtained by PBS (reported in WREFR & CIP). The data on right figure was obtained by JICA Study Team. Figure 1.2.9 Particle Size Distribution of River Sediment Materials at points along the Solo River Downstream of the Wonogiri Multipurpose Dam 1.2.5 River Structure (1) Existing River Structure The major river structures, levees, revetments, spurs and other structures are managed by PBS and local governments. The existing river structures in mainstream and tributaries with its scale are listed in Table 1.2.4 below. Table 1.2.4 Existing Structure in the Upper Solo River Purpose of Structure Structure Mainstream Tributaries Flood Control Structures short-cut 13 km levee embankment 38.7 km 36.0 km Groundsill 5 nos. 2 nos. Spur 5 nos. 16 nos. Revetment 3.9 km 4.9 km Sluice 32 nos. 74 nos. Pomp station 0 nos. 4 nos. Sabo Facilities 14 Water Resource Facilities Weir (Colo) 1 0 Source: CDMP (2) Colo Intake Weir The Colo intake weir is most important river structure in the Upper Solo River mainstream located at 14 km downstream of the Wonogiri dam. Since the completion of the Wonogiri Irrigation Project in 1986, the supplied water to the Wonogiri irrigation system has been taking from the Colo intake weir. The Wonogiri irrigation system comprises 94 km long main canal and 5 km long secondary canal. Water released from the Wonogiri dam is taken and fed into the west and east main canals at the Colo intake weir. At present, the irrigation area has been extended from 24,000 ha in the original Colo Intake Weir Nippon Koei Co.,Ltd. 6-7 July 2007

plan to 29,330 ha where farming with triple or double cropping is being practiced. The mean monthly discharge at the Colo Intake Weir between 1986 and 2005 are shown in Table 1.2.5 below. In case the sediment release from the Wonogiri dam, following impacts to the Colo intake weir should be considered: - Sediment deposits upstream of the weir, - Sediment deposits in front of the intakes, - Sediment deposits in the irrigation canals, - and impact on water quality of supply water for irrigation. Table 1.2.5 Mean Monthly Discharge at Colo Intake Weir between 1986 and 2005 (Unit : m 3 /sec) Month Jan Feb Mar Apr May Jun Jul Aug Sep Oct Nov Dec Outflow to d/s 30.7 51.4 54.7 32.0 4.8 3.3 3.2 3.2 4.5 6.8 11.8 17.8 Left canal intake 2.4 2.8 2.5 3.1 3.3 3.5 3.4 3.2 3.4 2.7 2.3 2.7 Right canal intake 15.2 13.8 15.7 16.5 16.9 15.7 16.0 15.6 17.0 15.5 14.4 16.6 Total Inflow at Colo 48.3 70.2 74.0 54.1 26.2 23.3 23.3 22.5 25.6 26.0 29.0 35.5 Source: Balai PSDA Bengawan Solo Wilayah, Surakarta 1.2.6 Turbidity and Sediment Load (1) Characteristics of Released Sediment from the Wonogiri dam The grain size distributions of the suspended sediment taken from the water released from the outlet of the Wonogiri dam power station and from the spillway and sediment deposits taken from the reservoir bed near the intake are shown in Figure 1.2. below. They mainly contain very fine materials including 59-63% of clay and 33-37% of silt. The composition of the sand was only 4-7%. These fine materials are generally transported as washload in the river stretch downstream of the Wonogiri dam. 90 80 CLAY SILT SAND GRAVEL PEECENTAGE PASSING (%) 70 60 50 40 30 20 0 0.0001 0.00 0.0 0.0 1.0000.0000 GRAIN SIZE (mm) Outlet of PS Spillout Reservoir Bed Data (BH-2: near Intake) Figure 1.2. Source: JICA Study Team Grain Size Distribution of SS from Outlet of Wonogiri P/S (2) Sediment Discharge-Rating Curve The measurement of sediment load in the Upper Solo basin was commenced from 1980. Location map of the measurement is shown in Figure 1.2.11. Therein the measured was Nippon Koei Co.,Ltd. 6-8 July 2007

carried out only for suspended load. The obtained data of suspended load with its discharge was plotted on the log-log graph and correlation curve i.e. suspended load-discharge rating curve was determined for each measurement stations as presented in Figure 1.2.12. (3) Suspended Load in Downstream Reaches Annual suspended load in downstream reaches were estimated using the above suspended discharge rating curves. In this estimation, the available daily discharge data of each station from 1991 2004 were applied. As presented in the Table 1.2.7 below, the annual suspended loads at three (3) locations on the Upper Solo mainstream, Serenan, Jurug and kajangan were 1.9 to 9.3 million with a proportion to the downstream. The annual suspended loads at five (5) locations on the main tributaries were 0.3 to 1.6 million ton. Figure 1.2.11 Source: JICA Study Team Location Map of Sediment Load Survey Table 1.2.6 No. Location River Annual Suspended Load in the Upper Solo Basin Distance from the Dam (km) Annual Sediment Load (million ton) Main Stream 1 Serenan Solo River 37 1.90 2 Jurug Solo River 52 2.60 3 Kajangan Solo River 167 9.31 Tributaries 4 Jarum Denkeng River 36.2 1.61 5 Paren Semin River 46.6 0.38 6 Grompol Grompol River 72.8 0.31 7 Mungkung Mungkung River(Suragen River) 89.1 1.56 8 Kenaten Kenaten River 112.5 1.07 Source: JICA Study Team Nippon Koei Co.,Ltd. 6-9 July 2007

1.2.7 Riverbed Movement There are five (5) groundsills installed in the river stretch between the Colo weir and the downstream of the Jurug by the Upper Solo River Improvement Project in 1994. In addition to these riverbed stabilized structures, outcrops of bedrock and consolidated clays can be seen at many places over the Upper Solo mainstream as shown in the following photos. There are some sections like Lawu where a hard soil bed forms a natural groundsill. The layers of deposit materials on the river bed are basically thin due to very long term degradation in the Upper Solo River. Besides above conditions, sand mining are very active in the river channel of the Upper Solo river. The result of the investigation by WREFR&CIP shows annual sand mining volume was approximately 62,000 m 3 per year in total in 2004. These sand mining activities cause the local scouring in the river channel. In collaboration with the operation of the sediment releasing though sediment sluicing/flushing system, sand mining activities should be strictly confined to keep from the d These sand mining activities cause the local scouring and destabilization of the river channel. River Condition in Upper Solo River mainstram Nippon Koei Co.,Ltd. 6- July 2007

CHAPTER 2 TURBIDITY MEASUREMENTS 2.1 Objective of Turbidity Measurement Sediments discharge in the river cannot be measured directly, but must be calculated from stream discharge and sediment concentration. Generally while continuous monitoring of discharge presents no difficulty, no method is available to continuously measure the suspended sediment concentration. As well as in this Study, previous turbidity (suspended sediment concentration) was measured in the Upper Solo basin only at the intervals of 5- years and not continuously. Especially no turbidity data was available for the outflow water released from the outlet and the spillway of the Wonogiri dam. It is significantly valuable to collect the latest and actual data concerning for the turbidity and grain size distribution of the sediment discharge in the Upper Solo River basin. In this Study, turbidity variation were periodically measured in several locations i) at five major tributaries in the Wonogiri dam basin, ii) around the intake and the outlet of the Wonogiri dam, iii) at spillway during spillout operation and iv) at four locations in the Upper Solo mainstream between the Wonogiri dam and Ngawi. The interval of measurement during the flood events was set as short as possible to observe a short time variation of turbidity both in the river stream and the released water from the dam. To obtain a continuous monitoring data, turbidity measurements was constantly and periodically carried out through the whole period of the wet season in this Study. The outline of each measurement is summarized in Table 2.1.1. Table 2.1.1 Outline of Turbidity Measurements Item 1 2 3 4 Target Inflow from 5 Turbidity current from Spillout (water release) River flow in Upper major tributaries the Keduang River to from the spillway Solo River d/s of Location -Keduang -Tirtomoyo -Temon -Solo -Alang the intake, -Keduang River mouth -Dam right side -U/S spillway gate -D/S power station -Keduang River mouth -Dam right side -U/S spillway gate -D/S spillway gate -D/S power station -Wonogiri Bridge Wonogiri -Wonogiri Bridge -Colo Weir -Jurug Bridge -Tangen Bridge Period 2004/11 2006/03 2005/01 2005/05 2006/01/28-2006/02/03 2005/01 2006/05 Monitori ng Interval every hours in flood, every week in non flood period Monitori SS, Grain size of ng Item SS Main For estimation of Usage reservoir sedimentation//for input condition of reservoir sedimentation analysis Source : JICA Study Team every 3 hours in flood, every day in non flood period Turbidity (NTU), SS For calibration of reservoir sedimentation analysis 2.2 Correlation between Turbidity and SS Concentration every minutes in beginning of spillout, every 3 hours after one hour passed from the beginning of spillout Turbidity (NTU), SS, Grain size of SS For calibration of reservoir sedimentation analysis one time per a week in wet season, one time per two weeks in dry season Turbidity (NTU), SS For calibration of turbidity analysis in Upper Solo River downstream of the Dam It is well known that there is a proportional correlation between turbidity and SS (Suspended Solid) concentration. In this Study, several water samples could be directly analyzed its SS concentration with the unit of the mg/ltr (or ppm) in the laboratory. Nippon Koei Co.,Ltd. 6-11 July 2007

However, other water samples were generally measured the turbidity by the turbidimeter [HACH 2P] with the unit of NTU (Nephelometric Turbidity Units). To convert measured turbidity to SS concentration, correlation function between turbidity and SS concentration was created at each location as presented in Figure 2.2.1. Applying this functions the measured turbidity can be converted to the SS concentration. 00 0 WT1(Intake in Reservoir) Sampling Data Approx. Curve y = 1.342x 00 0 WT2( 1.5km upstream of Intakr) y = 0.4560x TSS (mg/ltr) TSS (mg/ltr) 1 1 0 00 Turbidity (NTU) 1 1 0 00 Turbidity (NTU) WT(Keduang Rivermouth in Reservoir) y = 0.979x 00 00 D/S of Power Station y = 0.5440x 0 0 TSS (mg/ltr) TSS (mg/ltr) 1 1 0 00 Turbidity (NTU) 1 1 0 00 Turbidity (NTU) 0 COLO y = 0.770x 00 JURUG y = 0.878x TSS (mg/ltr) TSS (mg/ltr) 0 1 1 0 00 Turbidity (NTU) 1 1 0 00 Turbidity (NTU) 00 TANGEN y = 0.626x 0 TSS (mg/ltr) 1 1 0 00 Turbidity (NTU) Source: JICA Study Team Figure 2.2.1 Correlation between Turbidity and SS Concentration 2.3 Five Major Tributaries in Wonogiri Dam Basin 2.3.1 Outline of Measurement The Wonogiri watershed is drained by five major tributaries, Keduang, Tirtomoyo, Temon, Bengawan Solo, Alang Rivers as shown in the Figure 2.3.1 in the next page. The Keduang River, which is the largest tributary in the basin, enters the reservoir immediately Nippon Koei Co.,Ltd. 6-12 July 2007

upstream of the dam. Although its catchment area is 421 km 2 or 34 % of the total Wonogiri catchment, the reservoir area that accommodates the sediment inflow from the Keduang river is only 5 km 2 or 6% of the total reservoir area. Because of this, progress of sedimentation in this area is much faster than those of other tributaries. On the other hand, other four tributaries enter in the middle to upstream of the reservoir. Sediments yield from these rivers may not affect the intake because of a long distance from its flange to the intake. From the view of a long term reservoir function, they continuously reduce the storage capacity of the Wonogiri dam. The sediment inflow from tributaries has local hydro-meteorological, geological, topographic characteristics. These characteristics of sediment inflow should be investigated for each tributariy. Wonogiri DAM Reservoir Area in Keduang River 5 km 2 Reservoir Area in Oher Tributaries 85 km 2 Catchment Area in Other Tributaries 822 km 2 Wonogiri Multipurpose Dam Tirtomoyo Keduang Catchment Area in Keduang River 421 km 2 Temon Alang Bengawan Solo Keduang River Other Tributaries (a) Catchment Area (km 2 ) 421 (34%) 822 (66%) (b) Reservoir Area (km 2 ) at EL.136m 5 (6%) 83 (94%) (b) / (a) in % 1.2.1 Figure 2.3.1 Source: JICA Study Team Characteristic of Wonogiri Catchment Area and Reservoir Area The outline of turbidity measurements in five major tributaries in the Wonogiri dam basin is shown below. Nippon Koei Co.,Ltd. 6-13 July 2007

Target : Inflow from 5 major tributaries Location : (i) Keduang, (ii) Tirtomoyo, (iii) Temon, (iv) Solo, (v) Alang Period : 2004/11 2006/03 Monitoring Interval : every hours in flood, every week in non flood period Monitoring Item : SS, Grain size of SS Main Objective : For estimation of reservoir sedimentation//for input condition of reservoir sedimentation analysis For better estimation of the sediment inflow from the tributaries, the measurements were operated based on the following principle: - to include the large discharge events, - to collect a large number of samples at different times over the rising and falling stage of significant runoff events, - to collect samples continuously, - and to collect samples simultaneously in five major tributaries. As the results of the field measurements, the sediment rating curve of each tributary and the grain size distribution of sediment inflow were determined. Subsequently they were applied for assessment of the previous reservoir sedimentation volume and for the input and boundary condition of the reservoir sedimentation analysis. 2.3.2 Result of Measurement (1) Sediment Rating Curve The relationship between sediment discharge and concentration, usually plotted as a function on log-log graph, is called a sediment rating curve. Observed data pairs of discharge and SS concentration in November 2004 to May 2005 were plotted on the log-log graph as presented in Figure 2.3.2. To obtain the sediment rating curve, the equation of power regression is applied: Qs = A x Q B. Where: Qs = Sediment load (m 3 /s) Q = discharge (m 3 /s) A,B = coefficient At first coefficient B was determined as the inclination of the correlation curve using a linear least square regression. Then coefficient A was calibrated through the reservoir sedimentation analysis and finally specified so that the volume of sediments inflow would fit to the sediment deposition volume which was measured by the two times reservoir sounding survey on October 2004 and July 2005. (2) Gain Size Distribution of Suspended Load In collaboration with the turbidity measurements, grain size distributions of suspended sediment, which were taken from the same location in each tributary, were analyzed as presented in Figure 2.3.3. The composition of washload (smaller than 0.074mm in diameter) of the sampled materials was 76~95% in the tributaries. Nippon Koei Co.,Ltd. 6-14 July 2007

.0000 Keduang.0000 Tirtomoyo.0000.0000 Sediment Load (Qs, m3/s) 1.0000 0.0 0.0 0.00 0.0001 Sediment Load (Qs, m3/s) 1.0000 0.0 0.0 0.00 0.0001 0.0000 0.0000 measured Qs-Q function 0.0000 measured Qs-Q function 0.0000 0.1 1.0.0.0 0.0 Discharge (Q, m3/s) 0.0000 0.1 1.0.0.0 0.0 Discharge (Q, m3/s) (a) Keduang River (b) Tirtomoyo River.0000 Temon.0000 Solo.0000.0000 Sediment Load (Qs, m3/s) 1.0000 0.0 0.0 0.00 Sediment Load (Qs, m3/s) 1.0000 0.0 0.0 0.00 0.0001 0.0001 measured Qs-Q function 0.0000 measured Qs-Q function 0.0000 0.1 1.0.0.0 0.0 Discharge (Q, m3/s) (c) Temon River Alang.0000 0.0000 0.1 1.0.0.0 0.0 Discharge (Q, m3/s) (d) Bengawan Solo River.0000 Sediment Load (Qs, m3/s) 1.0000 0.0 0.0 0.00 0.0001 0.0000 measured Qs-Q function 0.0000 0.1 1.0.0.0 0.0 Discharge (Q, m3/s) (e) Alang River Source: JICA Study Team Figure 2.3.2 Sediment Rating Curves in the Rivers (2004.11~2005.5) 90 80 70 Keduang Tirtomoyo Percentage(%) 60 50 40 Temon Solo Alang Residual 30 20 0 0.001 0.0 0. 1.000.000.000 Particle Size(mm) Source: JICA Study Team Figure 2.3.3 Grain Size Distribution of Sediment Inflow in the Rivers (2004.11~2005.5) 2.4 Turbidity Current from Keduang River 2.4.1 Outline of Measurement Turbidity current from the Keduang River directly flows into the intake. This current has a close relation with the sedimentation in front of the intake. Turbidities of this current as well as the outflow from the power station were periodically measured from January to October in 2005. Location of measurement is presented in the photo below. Monitoring interval was every three hours in flood and everyday in non-flood period. Water was Nippon Koei Co.,Ltd. 6-15 July 2007

taken from the surface and analyzed of its turbidity. The outline of turbidity measurements for the turbidity current from Keduang River is shown below: Target : Turbidity current from the Keduang River to the intake, Location : (i) Keduang River mouth, (ii) Dam right side, (iii) U/S of spillway gate, (iv) D/S of power station Period : 2005/01 2005/05 Monitoring Interval : every 3 hours in flood,every day in non flood period Monitoring Item : Turbidity (NTU), SS Main Objective : For calibration of reservoir sedimentation analysis KM2 KM1 Keduang River KM4 Streamline from Keduang River KM3 Note) KM1: Keduang River mouth, KM2: Dam right side, KM3: in front of spillway gate,km4: outlet of power station Source: JICA Study Team Figure 2.4.1 Location Map of Turbidity Measurement in Keduang River Mouth 2.4.2 Results of Measurement Totally 516 of turbidity data were obtained in each location. Measured turbidities were converted to SS concentrations using the correlation functions mentioned in Section 2.2. The relation between discharge and SS concentration of the dam outflow is presented in Figure 2.4.2. The observed SS concentration in January to October 2005 in each location is presented in Figure 2.4.3 and summarized in the table below. Main findings of the measurements are characterized as below: - The average SS concentration of the outflow from the Wonogiri power station (KM4) was 201 mg/ltr, which was a little higher than those in other locations measured in the reservoirs. - Excluding at the upstream of spillway(km3), the maximum SS concentrations rose up more than 1,500 mg/ltr. The maximum SS concentrations were -30 times higher than the average in each location. Nippon Koei Co.,Ltd. 6-16 July 2007

Table 2.4.1 SS concentration along Turbidity Current from Keduang River in January October 2005 Location SS (mg/ltr, ppm) Average Min. Max. (KM1) Keduang River mouth 172 6.8 1886 (KM2) Dam right side 69 4.8 2320 (KM3) In front of spillway 48 8.1 878 (KM4) Outlet of power station 201 2.7 1524 Source: JICA Study Team - Concentration of the upstream of the spillway gate was generally lower and more stable than those of other stations. A jetty in front of right side of spillway may block the turbidity current. - Since the middle of February 2005, SS concentration of the outflow from the Wonogiri power station (KM4) is likely to be higher than others especially during the flood period. These results indicated that the turbidity current from Keduang River was intruded in the bottom of the reservoir and then released through the waterway of power station as shown in the vertical profile of turbidity in the reservoir measured in the Study (see Data Book No.2 Water Quality). - Peaks of high concentration was continue around two or three days after the flood. This almost meets the settling time of fine sediments. Outflow Discharge (m3/s) 90 80 70 60 50 40 30 20 0 Sampling Work for Monitoring of Turbidity Current Outflow discharge SS Concentration (outlet of power station) 2005/1/1 2005/3/2 2005/5/1 2005/6/30 2005/8/29 2005//28 1,800 1,600 1,400 1,200 1,000 800 600 400 200 0 SS Concentration(kg/m3) Source : JICA Study Team Figure 2.4.2 Relation between Outflow Discharge and SS Concentration in January to October 2005 Nippon Koei Co.,Ltd. 6-17 July 2007

00 Consentration (ppm) 0 1 2005/1/1 2005/1/6 2005/1/11 2005/1/16 2005/1/21 2005/1/26 2005/1/31 Date Keduwang River Mouth Dam Right Side u/s spillway gate d/s Power Station Consentration (ppm) Consentration (ppm) 00 0 1 2005/2/1 2005/2/6 2005/2/11 2005/2/16 2005/2/21 2005/2/26 Date 00 0 Keduwang River Mouth Dam Right Side u/s spillway gate d/s Power Station 1 2005/3/1 2005/3/6 2005/3/11 2005/3/16 2005/3/21 2005/3/26 2005/3/31 Date 00 Keduwang River Mouth Dam Right Side u/s spillway gate d/s Power Station Consentration (ppm) 0 1 2005/4/1 2005/4/6 2005/4/11 2005/4/16 2005/4/21 2005/4/26 2005/5/1 Date Keduwang River Mouth Dam Right Side u/s spillway gate d/s Power Station Consentration (ppm) 00 0 1 2005/5/1 2005/5/31 2005/6/30 2005/7/30 2005/8/29 2005/9/28 2005//28 Date Keduwang River Mouth Dam Right Side u/s spillway gate d/s Power Station Source : JICA Study Team Figure 2.4.3 Observed SS Concentration at Keduang River Mouth, Dam in Left Front, Spillway in Front and Outlet of Power Station in January - October 2005 Nippon Koei Co.,Ltd. 6-18 July 2007

2.5 Spillout 2.5.1 Outline of Measurement Before the commencement of the Study, no turbidity data was available for the outflow water released from the outlet and the spillway of the Wonogiri dam. It is significantly valuable to collect the latest and actual data of the turbidity and grain size of them. For the first year of this Study in 2004/2005, a field measurement was prepared, however, there was no spillout excluding small water release from the spillway to flush away garbage gathering into the intake on December 29 in 2004. Subsequently in the second year of this Study in 2005/2006, the reservoir water level reached to EL.135.58 m then PJT-1 started the spillout following the Wonogiri dam operation rule on January 28, 2006,. The spillout operation continued to February 8, 2006. While releasing water from the spillway, the turbidity of spillout water were measured at six (6) locations as presented in the Figure 2.4.1 below. Several samples was taken from the spillout water and analyzed the grain size distributions of suspended sediments. The outline of turbidity measurements is shown below: Target : Spillout (water release) from the spillway Location : (i)keduang River mouth, (ii) Dam right side, (iii)u/s spillway gate, (iv)d/s spillway gate, (v) D/S power station, (vi)wonogiri Bridge Period : 2006/01/28-2006/02/08 Monitoring Interval : every minutes in beginning of spillout, every 3 hours after one hour passed from the beginning of spillout Monitoring Item : Turbidity (NTU), SS, Grain size of SS Main Objective : For calibration of reservoir sedimentation analysis 2.5.2 Spillout on December 29, 2004 (1) Condition during Spillout PJT-1 conducted the spillout operation with a small water releasing from the spillway to flush away garbage gathering into the intake from 12:15 pm to 12:45 pm on December 29 in 2004. The conditions during spillout are described as below: - operation of the Wonogiri power station was stopped before spillout, - 4 (four) spillway gates were fully opened to flush away the garbage, - water level before spillout was approximately El.133.4 m, - water level after spillout was approximately El.133.3 m, - outflow discharge when gate fully opened was estimated approximately 50 m3/s per gate, - volume of the flushed garbage were estimated approximately 1,125 m 3 that was estimated 0.5 m in thickness and 2,250 m 2 in area. During the spillout, totally 8 samples were taken form upstream and downstream of the spillway and analyze the SS concentration.. Nippon Koei Co.,Ltd. 6-19 July 2007

vi v Power Station Wonogiri Dam ii iv i iii Source : JICA Study Team Figure 2.5.1 Location Map of Turbidity Measurement during Spillout Table 2.5.1 List of Samples during Spillout on December 29, 2004 Location Nos. Samples. Date Timing of Sampling Immediately upstream 2 Dec-2912:20 During spillout of spillway at the bridge 1 Dec-29 12: Before spill out downstream of the spillway 5 Dec-29 12:15-12:45 During spillout Source : JICA Study Team (2) Result of Observation 1) Before spillout Reservoir water looked rather clean because there was no flood in a few days before December 29, 2004. The observed SS concentration was very small and less than mg/ltr at both of upstream and downstream of the spillway. Table 2.5.2 SS concentration before Spillout on December 29, 2004 Location SS (mg/ltr) u/s of spillway 44 at the bridge downstream of the spillway 96 Source : JICA Study Team 2) During Spillout SS concentration in the river at the bridge downstream of the spillway was significant increase to 2,000 to 3,000 mg/ltr during spillout. Taking into consider that the concentration at upstream of the spillway gates was still lower during spillout, it was considered that the water released from the ski-jump type outlet of the spillway caused the high concentration in the downstream river due to a strong turbulence flow in the downstream of the outlet of spill way. Nippon Koei Co.,Ltd. 6-20 July 2007

SS density (mg/ltr) 3500 3000 2500 2000 1500 0 500 0 Time Variation of SS at bridge d/s of the spillway (Dec.29, 2004) Bridge at d/s of dam u/s of spillway 12:00 12:05 12: 12:15 12:20 12:25 12:30 12:35 12:40 Time 2.5.3 Spillout in 2006 Source : JICA Study Team Figure 2.5.2 Time variation of SS concentration on December 29, 2004 (1) Condition of Spillout In the second year of this Study in 2005/2006, which was defined a wet year in the later study, a large number of floods occurred in the Wonogiri dam basin and then the reservoir water level rose up faster than as usual. It reached to EL.135.58 m on January 28, 2006. To secure the safety against design flood inflow, PJT-1 opened the spillway gate and started the spillout following the Wonogiri dam operation rule that the reservoir water level shall be kept lower under C.W.L.135.30 m during the flood period of December 1 to April 15. This spillout operation continued 12 days until February 8, 2006. The operation record during the spillout in 2006 is presented in Figure 2.5.3. Conditions of spillout are summarized below: - Power station was continuously operated during the spillout with the discharge of about 50 m 3 /s, - Spillout conducted in two times. First spill out started from January 28 12:00 to February 3 17:00, second spill out started from February 5 :00 to February 8 8:00, - Spillout discharge varied from 50 m 3/ s to 150 m 3 /s, - Total spillout volume was around 84.2 million m 3 in 9 days, - Nevertheless, the reservoir water level increased again after the spillout. (2) SS Concentration during Spillout While the first spillout from January 28 12:00 to February 3 17:00, the spillout water was taken with the interval of every ten minutes in first two hours and every three hours after first two hours passed. The SS concentration at each station is summarized in Table 2.5.3 and presented in Figure 2.5.4. The characteristics of SS concentration during the spillout are summarized below: Nippon Koei Co.,Ltd. 6-21 July 2007

SPILLOUT SPILLOUT Discharge (m3/s) 300 250 200 150 50 Spillout Power Discharge Total 0 1/28 1/29 1/30 1/31 2/1 2/2 2/3 2/4 2/5 2/6 2/7 2/8 2/9 2/ Reservoir Water Level (EL.m) 135.85 135.80 135.75 135.70 135.65 135.60 135.55 135.50 135.45 1/28 1/29 1/30 1/31 2/1 2/2 2/3 2/4 2/5 2/6 2/7 2/8 2/9 2/ Accumulative Discharge (MCM) 160 140 Spillout 120 Power Discharge Total 80 60 40 20 0 1/28 1/29 1/30 1/31 2/1 2/2 2/3 2/4 2/5 2/6 2/7 2/8 2/9 2/ Source : JICA Study Team Figure 2.5.3 Dam Operation Record during Spillout from January 28 to February 8 in 2006 1) Immediately after Spillout (12:00 20:00 on January28) - The fluctuations of SS concentration of upstream and downstream of the spillway and at the intake were almost same. - Within first two hours of spillout, SS concentrations of above three locations immediately dropped to 80- mg/ltr from 160-200 mg/ltr. Though it is difficult to judge from only this observation results, it is considered that immediately after opening the spillway gate stagnant turbid water around the forebay was released and then relatively clear water was drawn into the forebay from the surrounding area mainly from the Solo river side. - Compared the concentration between upstream and downstream of the spillway, that of the downstream was slightly higher by 20%. It is estimated that high concentration of downstream of the spillway was caused due to re-suspension of sediment deposits in front of the spillway gate. - SS concentration at the bridge downstream of the dam and the outlet of the power station were around 160-200 mg/ltr and unchanged. Nippon Koei Co.,Ltd. 6-22 July 2007

Discharge (m3/s) TSS (mg/ltr, ppm) TSS (mg/ltr, ppm) 400 350 300 250 200 150 50 0 400 350 300 250 200 150 50 240 220 200 180 160 140 120 80 60 40 Spillout Power Discharge R.W.L. Turbidity Measurement during Spillout (January 28 to Feburuary 3 in 2006) 01/28 01/29 01/30 01/31 02/01 02/02 02/03 02/04 0 01/28 01/29 01/30 01/31 02/01 02/02 02/03 02/04 01/28 12:00 01/28 13:00 01/28 14:00 01/28 15:00 01/28 16:00 01/28 17:00 01/28 18:00 01/28 19:00 01/28 20:00 (No.1) Dam Right Side (No.2) Intake (No.3) Outlet of PLTA (No.4) U/S of Spillway (No.5) D/S of Spillway (No.6) Bridge 135.80 135.75 135.70 135.65 135.60 135.55 135.50 135.45 135.40 Reservoir Water Level (EL.m) Source : JICA Study Team Figure 2.5.4 Observed SS Concentration during Spillout from January 28 to February 8 in 2006 Table 2.5.3 Concentrations during Spillout in 2006 Location SS (mg/ltr, ppm) Average Min. Max. Dam right size 74 19 196 Intake 73 28 197 outlet of power station 173 74 373 u/s of spillway 77 25 150 d/s of spillway 89 29 3 Bridge 161 65 406 Source : JICA Study Team Nippon Koei Co.,Ltd. 6-23 July 2007

2) During Spillout - The average concentration around the spillway was 77 mg/ltr in the upstream side and 89 mg/ltr in the downstream side. The maximum concentration is 150 mg/ltr in the upstream and 3 mg/ltr in the downstream. - SS concentration around the spillway were lower than those at the bridge and the outlet of the power station. - As shown in the increase of the reservoir water level from January 31st to February 2nd, some large floods flew into the reservoir in this period. Because of these floods, some peaks of SS concentration were observed at the downstream of the spillway. During spillout on January 30 2006, a visible difference of turbidity between left and right at the spillway was observed. At that time, the turbidity at the left side was 86 mg/ltr and 407mg/ltr at the right side As the result of reservoir sedimentation analysis presented in Figure 2.4.5, this phenomena might be caused by the small lateral vortex flow at the forebay of the spillway. Difference of Turbidity Boundary of Turbidity In front of Spillway January 30,2006 D/S of Spillway January 30,2006 Source : JICA Study Team Figure 2.5.5 Example of Vortex Flow in Front of Spillway (Result of Reservoir Sedimentation Simulation on March 13, 2004) (3) Grain Size Distribution of Spillout Water Totally 15 samples were taken from spillout water and analyzed grain size distributions. Nippon Koei Co.,Ltd. 6-24 July 2007

As presented in Figure 2.5.6, the suspended sediments in the spillout water were composed of 68% clay, 28% silt and 4% fine sand. The composition of wash load (smaller than 74μm) was 96%. Passing (%) 90 80 70 60 50 40 30 20 0 CLAY SILT SAND GRAVEL 0.00 0.0 0.0 1.0000.0000 Grain Size (mm) Source : JICA Study Team Figure 2.5.6 Grain Size Distribution of Spillout Water 2.6 Upper Solo River downstream of Wonogiri Dam 2.6.1 Outline of Measurement Average In the Uppwer Solo mainstream between the Wonogiri dam and Tangen, turbidity was periodical measured since November 2004 to May 2006 by following manners. Measured turbidity was converted to SS concentration applying the correlation function between turbidity and SS concentration as shown in Figure 2.2.1. The results of observation were used to calibrate the turbidity analysis model for downstream reaches as described in Chapter 3. Target : River flow in Upper Solo River d/s of Wonogiri Location : (i) Wonogiri Bridge, (ii) Colo Weir, (iii) Jurug Bridge, (iv) Tangen Bridge Period : 2005/01 2006/05 Monitoring Interval : one time per a week in wet season, one time per two weeks in dry season Monitoring Item : Turbidity (NTU), SS(mg/ltr) Main Objective : For calibration of turbidity analysis in Upper Solo River downstream of the Dam D/S of the Wonogiri Dam Colo Weir Nippon Koei Co.,Ltd. 6-25 July 2007

2.6.2 Result of Measurement Tangen Bridge Jurug Bridge Site Conditions of Turbidity Measurement in Upper Solo River The fluctuations of SS concentration in the Upper Solo mainstream are presented in Figure 2.6.1. Longitudinal variations of SS concentration in both dry and wet season are presented in Figure 2.6.2. There are good correlations among the concentrations observed. Main findings based on the weekly monitoring are summarized as below: (Wet season) - Correlation of the SS concentration among four stations is high. - Maximum SS concentration at four stations ranges from 763-1321 mg/ltr. - Average SS concentration ranges from 151 to 329 mg/ltr and tends to increase to the downstream. - Minimum SS concentrations ranges 9 to 23 mg/ltr. (Dry season) - In dry season, SS concentrations at four stations were constantly lower excluding a large fluctuation on June. (Comparison between wet and dry season) - Average SS concentration of wet season was 4 to 6 times higher than those of dry season. - Maximums SS concentration of wet season were 3 to 8 times higher than those of dry season, - Minimum SS concentration were almost same in both seasons.. Table 2.6.1 The Result of SS Concentration along Upper Solo River in Wet and in Dry Seasons Location SS (mg/ltr) Distance Wet Season Dry Season from (Nov. To Apr.) (May to Oct.) Dam Ave. Min. Max. Ave. Min. Max. Bridge d/s of Dam 0 km 151 889 33 6 117 Colo 14 km 189 17 763 46 9 160 Jurug 51 km 235 16 790 39 19 115 Tangen 99 km 329 23 1321 83 11 543 Source : JICA Study Team Nippon Koei Co.,Ltd. 6-26 July 2007