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CHAPTER 3 WATER SUPPLY SYSTEM CHAPTER 3 WATER SUPPLY SYSTEM 3.1 General 3.1.1 Components of the Priority Projects The stage I of the augmentation of Salaulim Water Supply Scheme (WSS) was selected as the priority projects from the urgency point of view because it has the most serious problem for water shortage, as described in Volume II Main Report: Master Plan. The project scale was set based on a careful examination of water demand, supply capacity, raw water availability and the PWD’s financial capabilities. The selected priority projects are described below: • Expansion of the Salaulim Water Treatment Plant (WTP) by 100,000 m3/day, resulting in a total capacity of 260,000 m3/day • Rehabilitation and Improvement of the Existing Salaulim WTP, which has a production capacity of 160,000 m3/day • Construction of a 20,000 m3 Master Balancing Reservoir (MBR) at Sirvoi rock hill • Installation of 73.65 km of Transmission Mains, φ150 to φ1400 • Rehabilitation of 13.8 km of the Existing Transmission Mains, φ1200 • Construction of six Reservoirs • Construction of five Pumping Stations • Replacement of 4 units of Pumping Equipment at Verna Pumping Station • Improvement of Operation and Maintenance, including installations of flow meters, float valves and flow control valves and improvement of safety standard of WTPs for all 7 WSSs • Establishment of Central Laboratory In addition to the above components, the PWD should develop the distribution network systems for expanded service areas where are newly covered by the priority projects in order to supply the increased capacity of 100,000 m3/day, which includes the installation of distribution pipelines and house connections. For the economic and financial analysis of the feasibility study explained in Chapter 9 of this volume, the costs for the analysis includes not only of selected priority projects listed above but also of the distribution network systems which will be improved by the PWD. 3.1.2 Staged Development Plan To meet the increased water demand, the water supply capacity of the Salaulim WTP will be expanded in two stages until the year 2025 as shown in Figure 31.1. Under the first stage the 3 - 1 capacity will be expanded by 100,000 m3/day, to meet the daily maximum water demand in year 2018. The first stage of the Salaulim WSS was selected as the priority projects considering its urgency, importance and efficiency. The second stage also consists of an expansion of 100,000 m3/ day. 400000 StageⅡ II::100,000 100,000 m m3/day3/day 350000 300000 StageⅠ I: :100,000100,000 m3/daym3/day /day) 3 250000 200000 Priority Projects 150000 Water Quantity (m 100000 50000 Treatment Plant Capacity Day Maximum Water Demand 0 2005 2006 2007 2008 2009 2010 2011 2012 2013 2014 2015 2016 2017 2018 2019 2020 2021 2022 2023 2024 2025 Year Figure 31.1 Staged Development Plan for the Salaulim WSS 3.1.3 Availability of the Raw Water The raw water requirement for the existing WTP (which have a capacity of 160,000 m3/day) is 176,000 m3/day, including plant loss of 10 %. On the other hand, the raw water requirement for the proposed WTP (which is a capacity of 100,000 m3/day) is 110,000 m3/day. Therefore the total raw water requirement of the Salaulim WTP becomes 286,000 m3/day. According to the Department of Water Resources, Government of Goa, the raw water source availability from Salaulim Dam Reservoir for the Salaulim WTP is 380,000 m3/day as detailed in Volume II Chapter 5 Master Plan for Water Supply. This means that there is no problem and no limitation for the augmentation of Salaulim WTP from the viewpoint of raw water source. 3 - 2 3.2 Design Conditions 3.2.1 Water Treatment Plant (WTP) (1) Design Criteria of WTP The WTP is designed using the ‘The Government of India, Manual on Water Supply and Treatment, CPHEEO, May 1999’ as summarised in Table 32.1. Any design criteria not stipulated in this Indian manual were based on the ‘Japan Water Works Association, Design Criteria for Waterworks Facilities, 2000’. Table 32.1 Design Criteria of WTP Type Design Parameter India* Japan** Coagulation G value 300 s-1 － (Rapid Mixer) Detention time 30 - 60 seconds 60 - 300 seconds Ratio of impeller diameter 0.2 - 0.4 － to tank diameter Flocculation G value 10 - 100 s-1 10 - 75 s-1 (Flocculator) Detention time 15 - 20 minutes 20 - 40 minutes Water Velocity 0.1 - 0.3 m/s 0.15 - 0.3 m/s Water depth 1.0 or more m － Clear distance 0.45 or more m － between baffles Clear distance 0.6 or more m － between end of baffle and wall Sedimentation Surface Loading 30 - 40 m3/m2/d 21.6 - 43.2 m3/m2/d (Clarifier) Detention Time 2 - 2.5 hours － Length of tank (rectangular) 30 - 100 m － Ratio of length to width 3:1 - 5:1 3:1 - 5:1 Length of square tank up to 20 m － Diameter of tank up to 60 m － 3 - 4 Depth of tank 2.5 - 5 m m (Water Inlet velocity 0.2 - 0.3 m/s less than 0.4 m/s Weir Loading up to 300 m3/d/m 500 m3/d/m Rapid Sand Filtration Filtration rate 4.8 - 6 m/hr 5 - 6.25 m/hr (Sand Filter) Number of filter beds 4 or 2 (small plants) 2 (minimum) 2 2 Maximum Filter areas up to 100 m up to 150 m * The Government of India, Manual on Water Supply and Treatment, May 1999 **Japan Water Works Association, Design Criteria for Waterworks Facilities, 2000 (2) Design Flow of WTP Facilities WTP facilities are designed based on the daily maximum water demand and operation / maintenance process water (plant loss). In this study the plant loss is estimated to be 10% of the daily maximum water demand. Therefore the base flow of the WTP design is 110 % of the daily maximum water demand. 3 - 3 (3) Raw Water Quality and Water Treatment Process The raw water quality was considered for selecting water treatment processes, because iron and manganese were found in the raw water during the reconnaissance survey. Basically the rapid sand filtration process was adopted for water treatment process of the proposed WTP. (4) Rehabilitations and Improvements of Water Treatment Facilities The existing WTP facilities are planed to be rehabilitated based on those life times. In general the design life for civil works is 50 years and the design life for mechanical and electrical equipment is 15 years. The proposed improvements to the existing facilities planned and these were based on plant safety, process control and the need for continuous water supply. Plant safety is the most important aspect of the proposed improvements. The existing WTP does not have safety equipment especially for chlorine gas. Therefore safety and health improvements have been selected as part of the priority projects. The priority projects also include process control improvement for providing continuous water supply such as installing flow meters at inlet and outlet of WTP. 3.2.2 Transmission System (1) Proposed System The transmission system design is mainly based on the “Manual on Water Supply and Treatment, Third Edition – Revised and Updated, CPHEEO, MOUD, May 1999”. The key components are outlined below. a. Formula for Hydraulic Calculation: Hazen-Williams Formula There are a number of formulae available to calculate the velocity of flow (e.g. Hazen-Williams formula, Manning’s formula, Darcy-Weisbach’s formula and Colebrook-White formula). The Hazen-Williams formula is the best for situations involving pressure conduits. The formula is: V = 0.84935 C R0.63 I0.54 For circular conduits, the formula is restated as hf = 10.666 C-1.85 D-4.87 Q1.85 L Where, V = Velocity (m/s) C = Hazen-Williams coefficient R = Hydraulic Radius (m) I = Hydraulic Gradient, hf/L hf = Friction Head Loss (m) 3 - 4 D = Diameter of Pipe (m) Q = Discharge (m3/s) L = Pipe Length (m) b. Hazen-Williams Coefficient (C Value): 110 for all materials The manual recommends that the Hazen-Williams coefficient (C value) for new pipes made from cast iron, ductile iron or mild steel with cement mortar lining should be between 130 and 145. However, it is generally recommended that in the absence of specific data, a C value of 110 should be adopted. Therefore, a C value of 110 was adopted when designing the transmission system, including the existing pipelines. c. Hourly Peak Factor: 2.0 When designing the distribution system hourly demand fluctuations must be considered. For example, during the night, people use less water, but in the morning and evening people use much more water. Figure 32.1 shows the distribution flow to Lamgao at Bicholim City. This flow data was obtained during the first Phase Reconnaissance Survey. 9.00 8.00 7.00 6.00 /hr) 3 5.00 4.00 Flow Rate (m Rate Flow 3.00 2.00 1.00 0.00 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 Time Figure 32.1 Distribution Flow to Lamgao at Bicholim City, Bicholim Taluka In this case, the hourly peak flow is about 1.9 times of the average distribution flow rate. Therefore, when designing the distribution system an hourly peak factor of 2 was adopted as 3 - 5 well as the fluctuation pattern shown in Figure 32.1. d. Software for Hydraulic Analysis: WaterCAD v7.0, Haestad Methods Inc The hydraulic analysis was conducted using a computer software program called WaterCAD v7.0 for 500 pipes, which runs under the AutoCAD environment, Haestad Methods Inc.
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