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PART III PRE-FEASIBILITY STUDY for MASANG-2 HEPP Final Report (Main) Chapter 16 Project Site Condition

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PART III PRE-FEASIBILITY STUDY for MASANG-2 HEPP Final Report (Main) Chapter 16 Project Site Condition PART III PRE-FEASIBILITY STUDY FOR MASANG-2 HEPP Final Report (Main) Chapter 16 Project Site Condition CHAPTER 16 PROJECT SITE CONDITION 16.1 LOCATION The Masang-2 Hydroelectric Power Project (hereinafter referred to as “the project”) is situated approximately at 0°5’ to 0°10’ of the south latitude and 100°11’ to 100°15’ of the east longitude on the upper course of the Masang River. The project is administratively located in Agam Regency (Kabupaten), West Sumatra Province. The project is located approximately 30 km northwest of Bukit Tinggi city, 100 km northwest of Padang city, the capital city of west Sumatra. Main structures such as intake weir, waterway and powerhouse are located in Palembayan Subdistrict (Kecamatan). Administrative map of Agam Regency is as seen in Figure 16.1.1. Source: Agam Regency Figure 16.1.1 Administrative Map of Agam Regency JICA Project for the Master Plan Study of 16-1 August, 2010 Hydropower Development in Indonesia Final Report (Main) Chapter 16 Project Site Condition 16.2 TOPOGRAPHY Physiographically the project site is located at the central Barisan system, which consists of a number of NW-SE trending block mountains. The Masang River originates from Mt. Marapi (El. 2,891.3m) and runs between these NW-SE trending block mountains. Around the project site the river flows to northwest, subparallel to Great Sumatra Fault System. The major tributaries flowing into the Masang river are Sianok, Guntung and Alahanpanjang rivers. The project is sited between the confluence of Sianok and Guntung rivers, which is the most upstream of the Masang river, and the confluence of Masang and Alahanpanjang rivers. In this pre-feasibility study, topographic survey was conducted at the Masang-2 project area to obtain topographic maps and cross sections of the following quantities. Table16.2.1 Summary of Topographic Survey Conducted Survey Item Quantity Remarks 1. Topographic mapping on 1:10,000 scale 30 km2 Project area 2. Topographic mapping on 1:2,000 scale 4.0 km2 Main project structure sites 3. River cross section survey 10 km 16.3 GEOLOGY 16.3.1 GENERAL The project consists mainly of a weir, sand trap, intermediate pond, connection tunnel, headrace tunnel, surge tank, penstock, and powerhouse. The geological investigations at the pre-feasibility stage were conducted to evaluate project site geology and seismic geology. The section summarizes the geological conditions of the project site while Volume IV Supporting Report (2) details the results of the preliminary geological investigation and evaluations conducted at the prefeasibility study. 16.3.2 REGIONAL GEOLOGY The regional stratigraphy of the project site, as shown in Figure 16.3.1, begins with the Carboniferous to Permian. These rocks and those of the Miocene intrusive rocks compose the bedrocks of the region. The Quaternary rocks, consisting mainly of pumiceous tuff and andesite from the volcanic activity of the Maninjau Volcano unconformably overlie extensively the older formations. The recent sediments, represented by alluvium, are of limited occurrence. The major geological structure is the Sumatran Fault Zone (SFZ), also called Great Sumatra Fault System (GSF), one of the most seismically active zones in Indonesia. The SFZ, generally parallel to the Sunda trench, results from the partitioning of oblique plate convergence into normal convergence at the trench and represents right-lateral strike-slip faulting. According to Sieh and Natawidjaja (2000), JICA Project for the Master Plan Study of 16-2 August, 2010 Hydropower Development in Indonesia Final Report (Main) Chapter 16 Project Site Condition the SFZ, totally 1,900 km long, is highly segmented and can be subdivided into 19 major segments on the basis of its geomorphic and topographical expressions. The major segment of the SFZ in the proximity of the project site is the Sianok segment (0.7oS to 0.1oN), which, approximately 90 km long, runs from the northeast shore of Lake Singkarak along the southwest flank of the volcano Marapi around the project site. Several local NE-SW and NW-SE fault systems are also distributed in the general area of the project site. The NW-SE fault systems, which are parallel to the SFZ, may be subsidiary to the SFZ Source: Modified from Geological Map of the Padang Quadrangle, Sumatra, 1:250,000 Qal Alluvial deposits of silt, sand and gravel Qpt Pumiceous tuff and andesite of slightly consolidated glass, shards and pumice fragment Qmaj Andesite of Danau Maninjau caldera QTau Undifferentiated flows of lahars, fanglomerate and other colluvial deposits Pl Permian limestone rocks with some thin intercalations of slate, phyllites and quartzite Ps Permian metamorphic rocks of phyllite, slate and mica greywacke Figure16.3.1 Regional Geological Map 16.3.3 SEISMICILITY The project site is located close to the SFZ, one of the most seismically active zones in Indonesia. Accordingly seismic consideration needs to be conducted for structural design of the project. Seismic hazard assessment was conducted by using probalistic approach, local seismic design code and through review of some similar projects within Sumatra. JICA Project for the Master Plan Study of 16-3 August, 2010 Hydropower Development in Indonesia Final Report (Main) Chapter 16 Project Site Condition The design seismic coefficients obtained are summarized in Table 16.3.1. The design seismic coefficient through probabilistic analysis is consistent with that from Indonesia Seismic Map. They are both parallel to those of existing similar projects within Sumatra. Accordingly in view of the type of structures under consideration, construction cost and the safety and environmental consequences of failure the design seismic coefficient for the prefeasibility study is recommended conservatively to be 0.15 for design of the weir and intermediate pond dike. Table16.3.1 Summary of Obtained Design Seismic Acceleration Approach Design seismic coefficient Remarks 1. Existing similar projects 0.12 – 0.15 2. Probabilistic method 0.10 – 0.14 Cornell formula 0.12 – 0.13 Rock foundation 3. Indonesia seismic map 0.16 – 0.18 Highly weathered tuff foundation 16.3.4 GEOLOGICAL INVESTIGATION RESULTS The geological investigation for the pre-feasibility study consisted of geological mapping, seismic refraction survey, core drillings, in-situ and laboratory tests. The quantity of geological investigation conducted is summarized in Table 16.3.2. The location of geological investigation is given in Figure 16.3.2. Table16.3.2 Summary of Geological Investigation Conducted Survey Item Quantity Remarks 1. Geological mapping on 1:10,000 scale 25 km2 Project area 2. Seismic refraction survey 6,920 m Main project structure sites 3. Core drilling 460 m 12 boreholes 4. Field permeability test 92 sections 5. Standard penetration test 55 times 6. Laboratory test for foundation rocks 10 samples 7. Laboratory tests for construction material 10 samples Source: JICA Study Team (1) Geological Mapping Geological mapping, as shown in Figure 16.3.3, indicates that three geological units are distributed in the project site; they are in the order of geological time from old to young 1) Limestone with some interbedded slate, 2) Greenstone and 3) Pumiceous tuff with some andesitic rock association. The limestone is exposed chiefly along the Masang River valley and at the southern part of the project site. The rock, locally intercalated with slate and sandstone, generally strikes N120E and dips 45 degrees toward northwest. The limestone at outcrops is generally gray to dark gray, hard, highly fractured and highly jointed. The weir for Plan B, the intermediate pond dike and the powerhouse would be founded on the rocks. The greenstone (serpentinite) is of limited occurrence, mainly in the southern part of the project site. The rock at outcrops is generally green to greenish grey, soft to extremely weak, highly fractured and sheared. JICA Project for the Master Plan Study of 16-4 August, 2010 Hydropower Development in Indonesia Final Report (Main) Chapter 16 Project Site Condition Pumiceous tuff with some andesitic rock association is extensively distributed over the hill slopes within the project site. The pumiceous tuff can be subdivided into two rock types, fine-grained tuff and tuff breccia. The fine-grained tuff, generally yellowish brown to brown and slightly consolidated, consists of silt to sand and contains glass and pumice. On the other hand, the tuff breccia, which underlies the fine-grained tuff is brown to greenish gray, semi-consolidated and includes lots of andesitic and basaltic fragments. In addition, the recent alluvial and colluvial deposits are locally distributed in the project site. The alluvial materials contain a large quantity of subangular to rounded gravel and boulder of andesite. (2) Seismic Refraction Survey The interpreted seismic data indicate that four velocity layers underlie the project site. The inferred geological classification is summarized in Table 16.3.3 below. Table16.3.3 Geological Classification of Seismic Units Seismic velocity (m/sec) Interpreted geological classification Layer thickness (m) Weir site B, ML-1 and ML-2 1. 300 – 450 Surficial deposits (talus, alluvial, etc.) 0.6 – 3.7 2. 820 – 1,400 Highly weathered/fractured limestone 0.6 – 14.8 3. 1,800 – 2,800 Moderately weathered/fractured limestone 10.0 – 90.0 4. >4,300 Slightly weathered/fractured limestone - Weir site C, ML-3 and ML-4 1. 300 – 450 Surficial deposits (talus, alluvial, etc.) 0.2 – 2.5 2. 820 – 1,100 Highly weathered fine-grained tuff 1.9 – 21.8 3. 1,600 – 2,100 Moderately weathered tuff breccia 10.3 – 66.8 4. 2,200 – 3,600 Slightly weathered rocks - Inlet area of waterway route (Plan B/C), ML-5 and ML-6 1. 360 – 500 Surficial deposits (talus, alluvial, etc.) 1.0 – 3.8 2. 880 – 1,500 Highly weathered fine-grained tuff 0.0 – 6.6 3. 1,700 – 2,200 Moderately weathered tuff breccia 15.0 – 36.0 4.
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