1 Project Hydraulic Design & Network modelling for Shimla Water Supply Client Shimla Municipal Council Work Order No. MCS/EE-Prod/-World Bank/24x7/1441, Dt: 11/08/2017 Designed By DAHASAHASRA WATERNET SOLUTIONS, 911, C-WING, URVI PARK, OPPO. OSWAL PARK, Pokhran Road No. 2, Thane (W) 400607 Detailed Design Report Hydraulic Design & Network modelling for Shimla Water Supply, World Bank Program Volume I: Design Report for Distribution Mains (Excluding Demo Area)
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Project Hydraulic Design & Network modelling for Shimla Water Supply Client Shimla Municipal Council
Work Order No. MCS/EE-Prod/-World Bank/24x7/1441, Dt: 11/08/2017
Designed By DAHASAHASRA WATERNET SOLUTIONS,
911, C-WING, URVI PARK, OPPO. OSWAL PARK,
Pokhran Road No. 2, Thane (W) 400607
Detailed Design Report Hydraulic Design & Network modelling for Shimla Water Supply,
World Bank Program Volume I: Design Report for Distribution Mains
(Excluding Demo Area)
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Preface Shimla is a historic hill top city and capital of the Himachal Pradesh. It has an average altitude of 2,206 metres above mean sea level. There are no water bodies near the main city and the closest river, the Sutlej, is about 21 km away. Due to water scarcity, people faced hardship in getting drinking water, thus there is a water crisis in the city. Despite acute water scarcity, water infrastructure is too old. Most of the distribution pipelines are laid during British era, as a result the Non-revenue water (NRW) level is high and there is no consumer satisfaction. With an aim of increasing drinking water availability to the city and improving service level, Shimla Municipal Corporation (SMC) has a planned comprehensive water supply project. Government of Himachal Pradesh (GoHP) has incorporated this scheme in AMRUT program aided by the World Bank. Design of distribution system of the entire Shimla Planning Area (SPA) has been carried out along with the transmission system. Design report of the Demo Areas has already been submitted earlier, hence, quantities of the water supply project excluding Demo Area is presented in this report. Since, the work is of very importance, it is important to plan meticulously and accurately using the latest advanced technologies of GIS. Drone technology has been used to obtain the ortho image. With other forms of survey smaller roads were not discernible due to dark vegetation cover. Drone’s very high-resolution images enabled to detect all the smaller roads Apart from GIS another advanced pipe network software (WaterGEMS) has been used to create comprehensive GIS based Hydraulic Model of the entire SPA. The project is expected to bring significant improvement in service delivery (as per the Service Level Benchmarks indicators), reduction of coping costs for citizens, financial sustainability for SMC and most importantly public health improvement.
Economic Diameters of Pumping Mains of Dingodevi ............................................... 329
Disclaimer
This document has been prepared based on the information provided by SMC. Hydraulic model has been prepared by us based on the ground levels given to us. Whilst every effort has been made to ensure accuracy in the preparation of this document, no responsibility can be accepted for errors and/or omissions (for example, ground elevations), which may have caused by incorrect or inadequate information supplied to us.
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ABBREVIATIONS AND UNITS OF MEASURE
Abbreviations
AC Asbestos Cement SMC Shimla Municipal Corporation CI Cast iron DI Ductile iron DMA District metering area DPR Detailed project report ESR Elevated service reservoir GIS Geographic Information system GoHP Government of Himachal Pradesh GoI Government of India HGL Hydraulic grade line MBR Master balancing reservoir MS Mild steel NRW Non-revenue water PVC Polyvinyl Chloride WTP Water treatment plant GSR Ground service reservoir SPA Shimla Planning Area
Units of Measure
Km Kilo meter LPCD Liters per capita per day m Meter m2 Square meter m3 Cubic meters MLD Million liters per day
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EXECUTIVE SUMMARY
The purpose of this document is to create a detailed design report with advance techniques of GIS and simulation Hydraulic Model for the entire Shimla city and recommend a strategy, which would help Shimla Municipal Corporation (SMC) to design the distribution pipe network of the city. Ultimate objective is to allow SMC to achieve continuous (24/7) pressurized water supply to all its customers including the poor. The project shall be designed to cover a projected population of 4,13,675 of the year 2050 having diverse socio-economic and demographic structure. With an aim of increasing drinking water availability to the city and improving service level, SMC has a planned comprehensive water supply project. The project focuses on- (i) Reducing non-revenue water by leakage management and commercial losses through identification and regularization of illegal connections, metering and improvement in billing and collection systems; (ii) Refurbishment and expansion of transmission, new distribution network and enablement of water management for efficiency improvement and (iii) organizational strengthening and capacity building. To achieve these objectives, SMC has planned this project. The project is expected to bring significant improvement in service delivery (as per the SLB indicators), reduction of coping costs for citizens, financial sustainability for SMC and most importantly public health improvement. The Shimla Project Area (SMA) is located in the State of the Himachal Pradesh (Figure A) in India. The population of the SPA in the year 2011 was 1,74,789.
Figure A: Location of Shimla town
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Though the present population of the city is about 1.75 Lakhs, it is is largely still trying to survive on the water network setup for a population of 30,000 people in the year 1875.
BACKGROUND
Present water supply situation in the SPA is challenging. Presently a number of ESR/GSR are supplying water to the distribution system. Due to lack of investment and disarrayed distribution system, the current practice is to maintain water supply on intermittent mode. The Non-Revenue Water is shown as 24% but it is apprehended that it is about 50%. The time of supply is recorded as 1.5 hours but new paper cuttings indicate that the city is getting drinking water for 45 minutes that too once in 2 days. The crisis is due to old water pipelines that leak water during distribution. These pipelines were laid down during the British era and never upgraded later. Cities in urban India are facing the similar situations, as a result, the coverage is less, per capita share is on lower side, the level of NRW is quite high and there is no consumer satisfaction. To overcome this and ameliorate the present status, Government of Himachal Pradesh (GoHP) has incorporated this scheme in AMRUT program aided by the World Bank. To begin with, a 24x7 water supply scheme has been suggested in three Demo areas of Sanjauli1, Sanjauli2 and Totu as shown in Figure B. But the design of entire distribution system and transmission mains have been carried out in this report
Figure B: Demo areas of Sanjauli1, Sanjauli2 and Totu
Sanjauli1
Sanjauli2 Totu
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SUMMARY
Presently water is pumped from various reservoirs. After treatment, it is pumped to the existing 53 tanks and then supplied to the respective water zones of the distribution systems. Existing system is not in a state to supply water on 24/7 system. The design of the operational zone is not proper as there is no pressure management. Besides this, there is unequal distribution of water too. Advanced and powerful techniques of GIS mapping and the hydraulic modeling have been used in the present study. Using these techniques, a GIS based hydraulic model simulating the water supply system, right from the source to the consumers in distribution system has been prepared.
PROPOSED PROJECT
Population forecast of the city is carried out which is shown in Table A. Table A: Population forecast Year 2020 2035 2050 Population 243250 318468 413675
There are 25 wards in the city, the data of ward wise population and area is available. The projected population of the city is distributed in all the wards and ward wise population densities are computed. Since, latest City Development Plan (CDP) is not available, old CDP is used which has given land use areas for the year 2004 and has also predicted the same for the year of 2021. In this work, land use areas for the current year are interpolated and the equivalent ward wise areas are computed. The wards wise equivalent area is then used to distribute the population for the next 15 and 30 years, thus ward wise population densities for the years 2020, 2030 and 2050 are computed which are joined to the GIS layer of the wards. Using this GIS layer and Load Builder utility of the WaterGEMS, the demand is given to all the nodes of the distribution system of the entire SPA. A daily value of 135 liters per capita per day (LPCD) is used to compute water demand for domestic use. A water loss of 15% (CPHEEO, 1999) has been considered in computation of demand. Thus, demands of water in the water zones have been computed for immediate stage of the year 2035 as well as for the ultimate stage of the year 2050 and the pipe network of the distribution system has been designed for ultimate stage of year 2050 considering a peak factor of 3. The demand allocation to the nodes has been made using advanced feature of the Theissen polygon method. Due to hilly area and very steep slopes the existing small roads are not discernible, even the old satellite image given by the department could not distinguish such roads. Hence, the department has rightly carried out a Drone survey which gave very accurate GIS ortho image of the roads and building foot prints. Besides this, Drone survey produced accurate GIS contours.
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A GIS based hydraulic model is created using Bentley’s WaterGEMS software. The levels are given to all the nodes using GIS contours. The base scenario, simulating water supply of the entire city, is proposed to be prepared as a first step. Child scenarios of the system for the entire SPA and the operational zones of various tanks in it are created. The zoning is made considering the capacity and serviceability of the existing ESRs. Using the model, the sizes of the pipes are worked out. (1) Formation of Effective Areas in Shimla Principle of Formation: There are common outlets supplying water to various operational zones of the tanks. The groups of such zones are clubbed together in the area. Such areas in the distribution area of Shimla are shown in Figure C and Table B.
Figure C: Shimla areas
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Table B: Shimla areas
SN Shimla Area Zones in the Area 1 Demo_Area North_Oak_2, New_Housing_Board,
(2) Existing Tanks There are 53 existing and 11 newly proposed tanks in the distribution system as shown in Figures D.
Figure D: Location of existing and proposed tanks
51 of these tanks belong to Shimla MC and 11 tanks are newly proposed. Assessment of existing tanks has been made which is shown in Table C. It is observed that out of 23 existing tanks are enough and diameters of the rest 30 tanks need to be increased.
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Table C: Status of existing tanks
R_id
Area Owner
Tank_Name Diameter
(m) Capacity (m3)
Modified
Diamter (m)
Remarks
1 demo_zone MC North_Oak_2 6 50 Tank is enough
2 demo_zone MC New_Housing_Board 8 100 Tank is enough
3 demo_zone MC Bangala_Colony 10 100 Tank is enough
4 demo_zone MC Corner_House 10 400 13 Tank is not enough, diameter to raise to 13 m
5 demo_zone MC Engine_Ghar 10 300 Tank can serve demand of 1.16 MLD upto year 2025
6 demo_zone MC Old_Housing_Board1 6.5 50 10 Tank is enough
7 demo_zone MC Old_Housing_Board2 5 50 Tank is enough
8 demo_zone MC Totu 17.53 1600 25 Tank is not enough, raise diameter to 25 m
9 PostSanjauli_450DI MC Kelestone1 11 300 16 Tank is not enough, raise diameter to 16 m
10 PostSanjauli_450DI MC Kelestone2/Bharari 16 1200 Tank is enough
11 PostSanjauli_450DI MC Fingask_1 8 100 Tank can serve demand of 0.69 MLD upto year 2034. Later on diameter shall be increased to take a demand of 0.915 MLD
12 PostSanjauli_450DI MC Fingask_2 8 60 15 Tank is not enough, raise diameter to 15 m
13 PostSanjauli_450DI MC Tutikandi_1 13 900 Tank is enough
14 PostSanjauli_450DI MC Tutikandi_2 7 100 18 Tank is not enough, raise diameter to 18 m
15 PostSanjauli_450DI New Z7_Tutikandi_3 12.0 565 New Tank
16 PostSanjauli_450DI MC Advance_Study_Steel_Tank 8.4 225 15 Tank is not enough, raise diameter to 15 m
17 PostSanjauli_450DI MC IIAS_Summer Hill 12 900 Tank is enough
18 PostSanjauli_450DI New Z6_Baluganj_Harinagar 16 1005 New Tank
19 PostSanjauli_450DI MC Chakkar/Sandal 12 900 16 Tank is not enough, raise diameter to 16 m
20 PostSanjauli_450DI MC Kamnadevi_Temple 10 350 17 Tank is not enough, raise diameter to 17 m
21 PostSanjauli_450DI MC Ridge_direct_from Sanjauli 33.9 8700 Sanjauli Tank is enough
22 C_Ridge MC Ridge 33.9 4600 Tank is enough
23 PostRidge_400CI MC Tara_Hall 8 100 17 Tank is not enough, raise diameter to 17 m
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R_id
Area Owner
Tank_Name Diameter
(m) Capacity (m3)
Modified
Diamter (m)
Remarks
24 PostRidge_400CI MC Phagali 9 70 16 Tank is not enough, raise diameter to 16 m
25 PostRidge_400CI MC Summerhill Bazar 7 100 12 Tank is enough
26 PostRidge_400CI HPU HP_University 15 300 Tank is enough
27 PostRidge_400CI New Z4_New1 14 393 New Tank
28 Mains_Field MC Mains_Field1 14 1800 18 Tank is not enough, raise diameter to 18 m
29 Mains_Field MC Mains_Field2 14 1800 Note: In 2035 this tank is not enough at that time increase diameter to 18m to cater demand of 2.59 MLD. However, till year 2034, present tank can serve.
30 Mains_Field MC Shivpuri 5 50 13 Tank is not enough, raise diameter to 13 m
31 Mains_Field Forest
Khalini_Forest_Steel_Tank 6 35 16 Note: Existing diameter is 6m. Increase it to 16 m. Also increase height by 2m so that Elevation(max) becomes 1999.5m.
32 PostMainsField_150CI
New Z3_Knolls_Wood 18 1272 Z3_Knolls_Wood)_New (take from Mainfield)
33 PostMainsField_150CI
MC SDA_Complex 8 100 11 Tank is not enough, raise diameter to 11 m
34 PostMainsField_150DI
MC Knolls_Wood 14 900 Tank is enough
35 PostMainsField_150DI
MC Taramata_Temple_Sector1 10 600 Tank is enough
36 PostMainsField_150DI
MC New_Shimla_Sector2 8 125 Tank is enough
37 PostMainsField_150DI
MC New_Shimla_Sector3A 6 80 9 Tank is enough till 2035
38 PostMainsField_150DI
MC New_Shimla_Sector4 10 400 13 Tank is not enough, raise diameter to 13 m
39 PostMainsField_150DI
MC New_Shimla_Sector3 10 600 Tank is enough
40 Dhingodevi New Z8_Dhingo5 18.0 1272 New Tank
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R_id
Area Owner
Tank_Name Diameter
(m) Capacity (m3)
Modified
Diamter (m)
Remarks
41 Dhingodevi New Z5_Dhingodevi4 15.0 884 New Tank
42 Dingodevi_RM MC Dhingodevi1 10 300 18 Note: In 2035 this tank is not enough at that time increase diameter from 10m to 18m to cater demand of 0.998 MLD. However, till year 2034, present tank can serve.
43 Dingodevi_RM MC Dhingodevi2 8 100 10 Note: In 2035 this tank is not enough at that time increase diameter from 8m to 10m to cater demand of 0.908 MLD. However, till year 2034, present tank can serve.
44 Dingodevi_RM New Z1_Dhingodevi3 11.3 501 New Tank
45 MC Mashobra 31 3019 Increase height by 2m
46 MC Craignaino 29 2642 Tank is enough
47 Dhalli MC Dhalli_WTP1_Sump 3 10 11 Note: Tank is not enough, present diameter is 3 m. Increase it to 11m.
48 Dhalli MC Dhalli_WTP2_Sump 3 10 14 Note: Tank is not enough, present diameter is 10 m. Increase it to 14m.
49 Kusumpti MC Sackrala 5 50 13 Tank is not enough, present diameter is 5 m. Increase it to 13m.
50 Kusumpti New Z10_Tibti_Panthaghati 12 565 New Tank
51 Kusumpti MC Basant_Vihar 7 120 14 Tank is not enough, raise diameter to 14 m
52 Kusumpti MC Phase_2_New_Shimla_Sector_6
8 200 Tank is enough
53 Kusumpti MC Phase_2_New_Shimla 8 120 Tank is enough
54 Kusumpti MC Vikasnagar 5 40 13 Tank is not enough, raise diameter to 9 m and water height to 5
55 Kusumpti MC Z11_Sargeen_Chowk 7 10 Constrct new by demolishing existing
56 Kusumpti MC IAS_Colony1 4 25 Tank is enough
57 Kusumpti MC IAS_Colony2 4 25 9 Note: Tank is not enough, present diameter is 12 m. Increase it to 16m.
58 Kusumpti MC IAS_Colony3 6 50 Tank is enough
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R_id
Area Owner
Tank_Name Diameter
(m) Capacity (m3)
Modified
Diamter (m)
Remarks
59 Kusumpti MC Kusumpti 25 2000 Tank is enough
60 Kusumpti PWD HP_PWD_Near_Kusumpti 8 227 17 Note: Tank is not enough, present diameter is 8 m. Increase it to 17m.
61 PostSanjauli_Jaku MC Jakhu 10 300 20 Tank is not enough, present diameter is 10 m. Increase it to 20m.
62 PostSanjauli_Jaku New Z2_Jakhu2 22 1901 New Tank
63 PostSanjauli_North_Oak_1
MC North_Oak_1 7 100 11 Note: Tank is not enough, present diameter is 7 m. Increase it to 11m.
64 Shoghi_Area New Z9_Shoghi 12 565 New Tank
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(3) New Tanks: Existing tanks are not enough and hence; their diameters are proposed to increase as shown in the Table C. It is proposed to construct additional tanks with diameters in such a way that the equivalent diameters are same. The existing and the new proposed tanks shall be joined by a bigger pipe so that both the tanks behave as one tank. (3) Existing Network Existing pipes in Shimla are very old, most of them are laid in pre-independence era. The pipes are laid in the hilly area and have many leaks. These pipes are also more prone to fail because of their age. Moreover, most of the pipes are less than 100 mm and no data are available as to where they are laid. As Government of India’s CPHEEO (1999) manual directs to use minimum size
of 100 mm, hence, these existing pipes are not considered. Thus, all the pipes in the distribution system are proposed to be replaced by new pipes. This point was discussed with the Shimla Municipal Corporation (SMC) authority and for distribution system it was directed to design new pipes only. However, existing pipes with diameters more than 100 mm are used for transmission main. Most of them are considered in the design of transmission mains. (4) Selection of Pipe Material Pipe materials for the new pipes having diameters of 80 mm and 100 mm are proposed as follows:
• Diameter = 80, 100 or 150 mm; Material = GI Heavy (C-Class) • Diameter = 200 or more; Material = MS
Pressures in Pipes Pressures (m) in pipes in all the areas are shown in Volume 2 and 4. Thickness of MS pipes Thickness of MS pipes are computed and shown in Volume 3 and 5. District Metering Area (DMA)s Formation of District Metered Areas (DMAs) makes it possible to divide a water distribution network into small, isolated, and independent water distribution networks. A DMA is a specific area, usually defined by the closure of valves, in which the quantities of water entering and leaving the area are metered. A permanently monitored DMA is the most effective tool to help reduce the duration of unreported leakage. Monitoring night flows facilitates the rapid identification of unreported breaks, and provides data required to make the most cost-effective use of leak-locating resources.
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As per international practice, the size of District Metering Area (DMA) should be such that the water connections are in the range of 500 to 3000. All the operational zones in all the three demo areas have number of connections less than 3000. Some of the distribution zones have large spread of the area. At such places, the zones, are split into two DMAs as its geographical area is more. Pressure Management Usually, hilly areas contain the following landscape features: (1) they are far away from the water source and urban areas, (2) they contain more dispersed water distribution networks, and (3) the terrain elevations in the house group vary greatly. In hilly areas, it is more difficult to divide the
water supply system reasonably than it is in flat areas. Many factors, such as the boundaries of administrative divisions, the high and low areas of the terrain, and the water demands of distribution, must be considered. A pressure management is necessary in the water supply systems of the hilly areas. Distribution system is designed to provide water to consumers at some agreed level of service which is often defined as a minimum level of pressure at the critical point which is the point of lowest pressure in the system. This minimum pressure in case of Shimla has been decided as 20m water head. In Shimla water pressures are huge, about 32 kg/cm2 at tail ends. Hence, there is need to manage the pressures by reducing them. Pressures are reduced by the techniques of “Fixed outlet pressure control.” It involves the use of pressure reducing valve (PRV). This is possibly the simplest and most straightforward form of pressure management as it involves the use of a PRV with no additional equipment. Unfortunately, in most of the parts of the distribution system of the Shimla city, layouts of the house properties are vertical. Hence, a large number of PRVs are used to reduce the residual nodal pressures from 280 m to about 60m. Abstract of PRVs is shown in Table D.
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Table D: Abstract of PRVs
Shimla Area Diameter (mm) Grand
Total 80 100 150 200 250 300 400
B_PostSanjauli_450DI 77 25 39 23 2 4 170
C_Ridge 10 11 12 5 1 39
D_PostRidge_400CI 24 14 18 3 59
E_Mains_Field 28 13 19 7 3 70
F_Dhingodevi 45 5 12 4 1 67
G_Mashobra 1 1 1 3
I_Dhalli 5 2 7
J_Kusumpti 63 22 20 3 108
K_Jakhu 9 3 15 6 4 2 3 42
L_North_Oak_1 3 2 5
M_Shoghi 2 5 5 12
Grand Total 266 103 141 51 12 6 3 582
The pressure surface in all the areas without PRV is shown in Figure F and with PRV in Figure G.
Figure F: Without PRV: Pressures in Shimla area
Figure G: With PRV: Pressures in Shimla area
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From Figures F and G, it is observed that if PRVs are not installed then there is huge nodal pressure of 374 m, however, when PRVs are considered the nodal pressure is maintained in the range of 20 to 98 m. Thus, PRVs play very important role in pressure management of the Shimla areas. However, it is required to further reduce the pressures up to 20m. Direct acting PRVS: Direct acting PRVS are used to reduce pressures to 20m. It is recommended that every connection shall have one direct acting PRV. These valves are used in high rise buildings to control pressure fluctuations between floors. These valves are also used in Municipal water systems at service connections in a high-pressure distribution zone. A typical direct acting PRV is shown in Figure H.
Figure H: Direct acting PRV Hydraulic Model A GIS based hydraulic model of the entire Shimla areas is prepared in WaterGEMS software. The ortho image of all the zones photographed by the Drone is used. Digitized maps of the road edges, buildings are created and are used as background drawings in the model. The pipelines are added using the layout tool. Initially, a base scenario is created for all the areas and then child scenarios of all the zones are created. GIS contours with 1m interval are generated using Drone technology. Using the shape file of the contours, levels to all the nodes are given using TREX feature of the WaterGEMS. Demand is given by the method of land use population density method. Though the consumer survey is carried out for the demo zones, it was not completed for the entire city. Hence, demands are not given using the consumer survey. The population density of the years 2020, 2035 and 2050 are computed and its GIS layer has been created which is joined with the ward layer in GIS. Using the Load Builder of WaterGEMS, the demands to each node are given. The model is then run for design of the distribution system. Various Components of the Distribution System are shown below: (a)New Pipes: Summary of the new pipes is shown in Table E.
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Table E: Length of new pipes in the distribution system
Shimla Area Zone
GI Heavy Duty (As per IS 1239, Part 1) MS (As per IS 3589:2001)
Grand Total 204369 31083 50121 285573 21412 5463 6620 163 302 33961 319535
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(b)Air Valves: Double Acting Air valves are provided to expel air as well as admit inside pipeline to break vacuum. In distribution system generally, air valves are not required. However, during meeting with Shimla authorities on 14 Sep 2018 at Thane, it was decided to install the air valves just near to the outlet pipe of tanks. Details of air valves is shown in Table F. Table F: Abstract of Air valves
Shimla Area
Diameter (Air Inflow/ outflow Orifice) (mm) Grand
Total 25 50 80
A_Demo_Area 1 6 1 8
B_PostSanjauli_450DI 12 12
C_Ridge 1 1
D_PostRidge_400CI 5 5
E_Mains_Field 12 12
F_Dhingodevi 5 5
G_Mashobra 2 2
H_Craignaino 1 1
I_Dhalli 1 1 2
J_Kusumpti 12 12
I_Jakhu 1 1 2
J_North_Oak_1 1 1
K_Shoghi 1 1
Grand Total 2 60 2 64
Pressure Gauges
Pressure gauges at critical points are required to measure the pressures in each of pressure zone cum DMA. It is suggested to install 10 pressure gauges per zone. So, 640 pressures gauges are required.
Isolation Valves Isolation valves are operated for the two reasons- (i) repairs during O&M and (ii) closing and opening during the ‘Step Test.’ Formation of segments are essential for both of these two reasons. Isolation valves (sluice/ Butter fly) are used in the distribution system to make the segments. Abstract of the isolation valves (sluice/ Butter fly) used in the distribution system to make the segments is shown in Table G.
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Table G: Abstract of isolation valves
Shimla Area Diameter (mm)
Grand Total
80 100 150 200 250 300 400
B_PostSanjauli_450DI 84 27 70 31 2 14 228
C_Ridge 19 17 28 6 1 2 73
D_PostRidge_400CI 33 23 25 7 8 96
E_Mains_Field 62 10 71 19 2 8 172
F_Dhingodevi 60 12 35 8 3 118
G_Mashobra 1 4 4 1 1 11
H_Craignaino 2 3 5
I_Dhalli 6 6 5 1 1 19
J_Kusumpti 69 31 65 14 3 182
K_Jakhu 11 1 27 7 3 1 1 51
L_North_Oak_1 5 3 11 4 23
M_Shoghi 7 4 3 14
Grand Total 352 141 348 101 8 41 1 992
Flow Controlling Valves
Flow controlling valves (FCV) are required to regulate the flow in different pressure zones. The flow at the entry point of each pressure zone/ DMA should be equal to the demand in the zone. Thus, FCVs enable equitable flow in the distribution system. They are shown in Table H. FCVs should have “condor” having capacity to transmit signals to the SCADA system. Table H: Details of FCV
Area Diameter (mm)
100 150 200 250 300 350 400 Grand Total
B_PostSanjauli_450DI 1 3 9 3 8 24
C_Ridge 1 1 1 3
D_PostRidge_400CI 2 3 4 9
E_Mains_Field 5 4 2 6 17
F_Dhingodevi 1 4 3 8
G_Mashobra 1 1 2
H_Craignaino 1 1
I_Dhalli 1 1 2
J_Kusumpti 8 3 2 2 15
K_Jakhu 2 1 1 4
L_North_Oak_1 3 3
M_Shoghi 1 1 2
Grand Total 2 21 29 10 25 2 1 90
Bulk Meters
Bulk meters required at the outlets of the tanks to measure the flow into the system and are shown in Table I.
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Table I: Number of bulk meters
Area
Diameter (mm) Grand Total 100 150 200 250 300 350 400
B_PostSanjauli_450DI 1 3 10 3 8 25
C_Ridge 1 1 1 3
D_PostRidge_400CI 2 3 4 9
E_Mains_Field 5 4 2 6 17
F_Dhingodevi 1 4 3 8
G_Mashobra 1 1 2
H_Craignaino 1 1
I_Dhalli 1 1 2
J_Kusumpti 8 3 2 2 15
K_Jakhu 2 1 1 4
L_North_Oak_1 3 3
M_Shoghi 1 1 2
Grand Total 2 21 30 10 25 2 1 91
Scour Valves
Scour valves are proposed at the lowest elevations. Abstract of scour valves is shown in Table J.
Table J: Details of scour valves
Shimla Area Diameter (mm) Grand
Total 80 100 150 200
B_PostSanjauli_450DI 51 2 3 56
C_Ridge 11 1 12
D_PostRidge_400CI 30 2 1 33
E_Mains_Field 32 2 2 36
F_Dhingodevi 38 1 39
G_Mashobra 4 4
H_Craignaino 1 1
I_Dhalli 7 7
J_Kusumpti 33 33
K_Jakhu 14 1 15
L_North_Oak_1 10 10
M_Shoghi 3 3
Grand Total 234 8 6 1 249
Design of Transmission Mains There are number of outlets emanating from the Sanjauli, Ridge and Kusumpti tanks supplying water to various operational zones. The groups of such zones are clubbed together in the area. Such areas in the distribution area of Shimla are shown in Figure I.
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Figure I: Flow diagram of water supply of Shimla
0.2
0.8
2.341
8.035
14.513
45.936
1.453
3.153
Craignaino
7 ML
Mashobra
6.547 .547
12.193
Sanjauli Tank
Kusumpti Tank
B_PostSanjauli_450DI
D_PostRidge_400CI
C_Ridge
E_Mains_Field
F_Dhingodevi
G_Mashobra
H_Craignaino
I_Dhalli
J_Kusumpti
L_North_Oak_1
K_Jaku
M_Shoghi
A_Demo_Area
Gumma
Ridge Tank
Giri
Ashwin Khad
Proposed Kol Dam
Existing Source
Shimla Area
MBR
Legend
Jagroti
23.743
1.08
4.137
60.449
8.53
18.975
4.5
7.693
1.341
10.739
8
7.666
4.5
21
14
Dalli
2.403
13 17.394
16.825
1023 mm dia
820 mm dia
470 mm dia
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Demands for the year 2020, 2035 and 2050 of various areas are computed and the model of Transmission main is created. After running thr model, transmission pipe network has been designed. BPT: There are huge pressures in transmission mains. For breaking them Break Pressure Tanks (BPT) are incorporated, which are shown in Table K. Table K: Details of BPTs
Tanks: For giving tapping to the habitations which are enroute to Shogi and to the sump at Digodevi sump, following tanks are desined which are shown in Table L. Table L: Details of Tanks
Grand Total 1602 10600 12203 5220 1589 5394 3293 506 1161 3068 83 2031
2 32515
31
(b)Isolation Valves: Isolation valves (sluice/ Butter fly) are required in the feeder mains to isolate the valves. The isolation valves are shown in Table N. Table N: Number of isolation valves
Diameter
(mm)
B_PostSanjauli_450D
I
C_Ridge
D_PostRidge
E_MainsField
F_Dhigodevi_
Dalli
G_Mashobra_Craigna
ino
H_Kusumpti
I_Jakhu
J_PostSanjauli_North_Oak_1
Grand Total
80 1 1 2
100 2 3 1 1 7
150 7 4 6 3 8 28
200 4 2 2 8 1 2 2 21
250 2 1 1 4
300 2 1 9 3 2 17
400 1 2 3 6
450 3 2 2 3 10
500 4 1 1 6
600 3 3
800
1000
Grand Total
18 4 10 35 13 8 12 3 1 104
(c) Flow Controlling Valves Flow controlling valves (FCV) are required to regulate the flow in the tanks. Besides this the FCVs shall act as water level controller. When the water level touches the FSL in a tank, the FCV should close and when the water level goes down to minimum supply level, FCV should open. FCVs should have “RTU/ Condor” having capacity to transmit signals to the SCADA system. Details of FCVs required are shown in Table O.
32
Table O: Details of FCV
Area
Diameter (mm) Grand Total 80 100 150 200 250 300 400 450 500 600
B_PostSanjauli_450DI 7 4 1 1 2 15
D_PostRidge 1 2 3 2 1 9
E_MainsField 3 6 5 4 1 2 1 22
F_Dhigodevi_Dalli 4 1 1 2 8
G_Mashobra_Craignaino 1 1 2 4
H_Kusumpti 1 1 8 1 11
I_Jakhu 2 2
J_PostSanjauli_North_Oak_1 1 1
Grand Total 2 7 29 14 2 8 3 4 2 1 72
Though all the FCVs are shown fully open, they shall be set to actual required flow as per the flow values. (d) Pressure Reducing Valves (PRV)s Pressure Reducing Valves (PRV)s are required to control/ reduce excessive nodal pressures. PRVs should have “RTU/ Condor” having capacity to transmit signals to the SCADA system. Details of PRVs required are shown in Table P. Table P: Details of PRVs
Area Diameter (mm)
Grand Total 80 100 150 200 250 260 300 400 450 500 600
B_PostSanjauli_450DI 2 6 3 1 2 2 16
D_PostRidge 1 2 3 2 3 11
E_MainsField 4 5 5 6 1 2 1 24
F_Dhigodevi_Dalli 2 2 1 1 2 8
G_Mashobra_Craignaino 1 1 2 4
H_Kusumpti 1 1 10 4 16
I_Jakhu 2 2
Grand Total 2 12 26 16 1 1 13 3 4 2 1 81
(e) Bulk Meters Bulk meters required just before the tanks to measure the flow into the tank and are shown in Table Q.
33
Table Q: Number of bulk meters
Area Diameter (mm)
Grand Total 80 100 150 200 250 300 400 450 500
B_PostSanjauli_450DI 5 5 3 2 1 16
D_PostRidge 1 2 4 2 1 1 11
E_MainsField 2 4 10 11 4 3 34
F_Dhigodevi_Dalli 2 1 2 2 1 8
G_Mashobra_Craignaino 1 1 4 2 8
H_Kusumpti 1 1 8 4 2 16
I_Jakhu 2 1 3
J_PostSanjauli_North_Oak_1 2 2
Grand Total 2 7 23 22 8 17 9 6 4 98
(f) Scour Valves
Scour valves are proposed at the lowest elevations. Abstract of scour valves is shown in Table R.
Table R: Abstract Scour valves
Area Diameter (mm)
Grand Total 80 100 150 200 250 300 400 450 500
B_PostSanjauli_450DI 3 4 2 2 7 18
D_PostRidge 1 3 10 1 3 18
E_MainsField 1 9 4 1 8 1 1 3 28
F_Dhigodevi_Dalli 1 2 3
G_Mashobra_Craignaino 2 2 2 6
H_Kusumpti 3 5 1 9
Grand Total 2 4 27 14 4 15 1 12 3 82
(g) Air Valves
Air valves are proposed at about 400m interval as the fall in elevation is continuous. Abstract of scour valves is shown in Table S.
Table S: Abstract Scour valves
Area Diameter (Air Inflow and outflow Orifice) (mm) Grand Total
Row Labels 25 50 80 100 150
B_PostSanjauli_450DI 4 12 8 1 25
D_PostRidge 17 6 23
E_MainsField 8 16 3 27
F_Dhigodevi_Dalli 1 1 8 10
G_Mashobra_Craignaino 5 5 2 12
H_Kusumpti 6 11 17
I_Jakhu 3 3
Grand Total 41 51 10 14 1 117
34
Design of Pumping Main As per discussions with Authority, it was informed that following pumping mains are already designed and hence these pumping mains are not designed in this work. (a)Head work at Kol dam to Ridge and Sanjauli tanks (b)Gumma to Craignaino (c)Giri source to Mashobra (d)Ashwin-khad to Kusumti tank New Pumps Proposed pnew pumps are shown in Table T. Table T: Summary of the pumps
Proper water hammer devices should be installed on all the pumping mains.
SCADA
The project includes establishment of bulk meters, flow control valves and pressure reducing valves and measuring instruments like pressure gauges at various components like intake, water treatment plants and pumping stations etc of the water supply system. The data received shall be processed and analyzed in real time by a Supervisory Control and Data Acquisition (SCADA). The SCADA shall also be used to help water audit and monitoring the water quality in the distribution system.
In each pressure zone cum DMA, the values of the flow meter readings as well as pressures shall be measured and transmitted at control centre. The success of the project lies with the effective pressure management within each of the pressure zone cum DMA. Hence, SCADA must be installed for the project.
35
Suggestions for 24x7 Water Supply (1) Zero pressure test shall be conducted to ensure that the pressure zones cum DMAs are perfectly hydraulically discrete.
(2) Water audit is a continuous process and hence shall be conducted time to time to compute the values of non-revenue water (NRW) of all the pressure zones cum DMAs.
(3) Since the pipeline shall be new, NRW values shall be small. However, during O&M phase of the project, knowing the NRW values, a vigorous leak detection program shall be undertaken and leaks shall be repaired to decrease the NRW values.
(4) House service connection, potential leakage points, will be suitably replaced with GI pipes as MDPE pipe fail with due to extreme cold conditions.
(5) SMC is proposed to rationalize tariff structure for promoting water conservation through demand management. Strengthening billing and collection system is equally important for financial sustainability.
(6) SMC should undertake strategy communication and Information Education and Communication (IEC) campaigns for ensuring support and collaboration of stakeholders.
7) Customer satisfaction is primordial for sustainability of continuous water supply project. SMC shall introduce customer facilitation centers and a robust grievance redressal system.
The approach in this study shall help city administration to transform its current intermittent supply to 24/7 continuous water system.
***
36
CHAPTER 1
INTRODUCTION
1.1 INTRODUCTION
Shimla is a historic city (Figure 1.1), and is situated 88 km northeast of Kalka, 116 km northeast of Chandigarh, 247 km south of Manali and 350 km northeast of Delhi. .
Figure 1.1: Location of SPA
Shimla
37
1.2 BACKGROUND
Shimla is the capital and the largest city of the northern Indian state of Himachal Pradesh. It is the principal commercial, cultural and educational center of the hilly regions of the state.
1.3 DEMOGRAPHICS
As of 2011, the city had 171,640 permanent residents and that in SPA were 2,05,260 residents. The city is one of the least populous capital cities in India.
1.4 GEOGRAPHY
Shimla lies in the south-western ranges of the Himalayas at 31.61°N 77.10°E. It has an average altitude of 2,206 metres above mean sea level and extends along a ridge with seven spurs. The city stretches nearly 9.2 kms from east to west. Shimla was built on top of a total of seven different hills namely: Inverarm Hill, Observatory Hill, Prospect Hill, Summer Hill, Bantony Hill, Elysium Hill and Jakhoo Hill. The highest point in Shimla is the Jakhoo hill, which is at a height of 2,454 metres. There are no water bodies near the main city and the closest river, the Sutlej, is about 21 km away. Other rivers that flow through the Shimla district, although further from the city, are the Giri, and Pabbar (both tributaries of Yamuna).
1.5 LOCAL ADMINISTRATION
Shimla Municipal Council (SMC) is the local civil body. It is administratively divided into 25 wards as shown in Figure 1.2.
38
Figure 1.2: Administrative wards of Shimla
1.6 CLIMATE
The climate in Shimla is predominantly cool during winters and moderately warm during summer. Temperatures typically range from −4 °C (25 °F) to 31 °C (88 °F) over the course of a
year. The average temperature during summer is between 19 and 28 °C, and between −1 and 10
°C in winter. The average total annual precipitation is 1,575 millimeters. The maximum snowfall received in recent times was 38.6 centimeters.
1.7 SERVICE LEVELS
The GoI standard performance indicators of water supply, benchmarks achieved so far and the expected goal of benchmarks are summarized in Table 1.1.
39
Table 1.1: GoI performance indicators and achievement
SN Performance Indicators Standard Benchmark
India Shimla (2015)
1 Coverage of water supply connections (%) 100 49 97.8 2 Per capita supply of water (LPCD) 150 132 113 3 Extent of metering of water connections (%) 100 Negligible 58.8 4 Extent of Non-Revenue Water (%) 20 50 24 5 Continuity of water supply (Hours) 24 3 1.5 6 Quality of water supplied (%) 100 NA 100
7 Efficiency in addressing customer complaints (%)
80 NA 85
9 Cost recovery in water supply services (%) 100 40-45 97.9
9 Efficiency in collection of water supply related charges (%)
Need for Project Though the present population of the city is about 1.75 Lakhs, it is largely still trying to survive on the water network setup for a population of 30,000 people in the year 1875. Present water supply situation in the SPA is challenging. Due to lack of investment and disarrayed distribution system, the current practice is to maintain water supply on intermittent mode. Therefore, the city administration, including the water supply department, faces a very difficult task of supply of drinking water supply. Important problems of the water supply system are enumerated as below: Uneven Terrain: The city terrain has a number of undulating surfaces. The terrain has a level difference of 1055 m, highest contour is 2460 m and lowest contour is 1405 m. The system is lacking a pressure management, as a result there are uneven pressures in the different parts of the city. Supply Not Enough: The city residents frequently do not get regular water supply as the supply is not enough. Many times, it is irregular due to voltage problems in pumping stations which are located in remote areas.
40
Figure 1.3: Supply not enough
High NRW: The crisis is due to old water pipelines that leak water during distribution. These pipelines were laid down during the British era and never upgraded later. One of the news paper cutting is shown in Figure 1.3. The Non-Revenue Water is shown as 24 to 30% but it is apprehended that it is about 50%.
Figure 1.4: Newspaper cutting is shown in
41
Contamination due to Intermittent Supply: One of the important drawback of the current intermittent water supply is that the water is contaminated in non-supply hours due to the outside contaminants, which find entry in pipeline due to vacuum in pipeline and through the leaking joints. Supply Hours: Main problem of the city’s water supply is that the residents get water supply
for just 1.5 hours daily but new paper cuttings indicate that the city is getting drinking water for 45 minutes that too once in 2 days. The crisis is due to old water pipelines that leak water during distribution. These pipelines were laid down during the British era and never upgraded later. In addition to this, the supply hours are not regular. People have to remain awake in night hours as well as in the early hours as the timing of the supply are erratic and not regular. Due to this hardship, some of the taps of the household connections and public taps are kept open resulting into the loss of precious water resource. Improper Operation Zones: Serving area/ zone served by each tank do not supply equitable water with equal pressure. Illegal Connections: There are many illegal connections. Newpaper cutting is shown in Figure 1.4.
Figure 1.4: Newspaper cutting
42
Bypassing Tanks: At many places the tanks are bypassed (Figure 1.4).
Figure 1.4: Newspaper cutting
Huge Coping Costs: Coping costs is a money which is required to cope up with the poor service. Shimla residents have to expend Rs 5640 per annum to buy the plastic overhead tanks, booster pumps, tankers and small purification devices. The city needs reduction of non-revenue water by leakage management and commercial losses through identification and regularization of illegal connections, metering and improvement in billing and collection systems. For strengthening the performance of the distribution, refurbishment and expansion of transmission and distribution network is needed. Hence, the project is required.
1.10 OBJECTIVES OF THE CONSULTANCY
The objective of the present consultancy work is to create the GIS based hydraulic model of the entire Shmla city as well as SPA which shall simulate the system's behavior. The study shall present the measures to be taken up by the Shimla water utility to reduce the NRW and finally convert its existing intermittent water supply to 24/7 continuous water system and then make it sustainable. It shall also provide the measures for making infrastructure to tackle present as well as future requirements of the city. A detailed design of the distribution system for converting present water supply into 24/7 system is the outcome of this study. The study will not only solve the problem of inequitable flow and pressures but also suggest a road map to 24/7 continuous water supply.
1.11 STRATEGY TO REDUCE NRW
A strategy is proposed for computation and reduction of NRW. Necessary steps shall be taken as follows. i. Setting up correct zones for each ESR/ GSR: Operational zones are demarcated with respect to ESR/ GSR’s capacity and serviceability
43
ii. Setting up Pressure Zone cum District Metering Areas (DMA): As there is elevation difference of 1055m, the terrain must be divided into a number of pressure zone cum DMAs. DMAs are set up for each correct operational zone for the number of customers between 500 to 3000. These DMAs must be made hydraulically discrete (isolated) by carrying out zero pressure tests, iii. In distribution pipe network, old pipes which have outlived their life will have to be replaced, so after replacement, NRW can be brought down considerably as the pipes will be new with good joint system iv. House service connections: All house service connections shall be made by using GI pipes as the MDPE pipes are susceptible to breakage during very cold conditions. v. Bulk and consumer metering: Bulk meters shall be installed with a provision of creating a graph of minimum net night flow Vs. hours by sending SMS to the control room. vi. Leak identification: Identify the leakage areas by conducting step tests and gathering data from the data loggers. Exact location of leak spots shall be then fixed using leakage identification instruments such as injection of helium gas, sounding rods, noise co-relator etc. vii. NRW reduction: Once the commercial and physical losses are known, measures shall be taken up to bring them in accepted limit, ix. Water Balance: Components of water balance such as- authorized billed meter consumption, authorized billed unmetered consumption, unauthorized consumption due to thefts, metering inaccuracies, leakage in transmission mains, distribution house service connection shall be computed and water audit shall be carried out, x. NRW reduction: Once the commercial and physical losses are known, measures shall be taken up to bring them in accepted limit.
**
44
CHAPTER 2
CRITERIA FOR SYSTEM PLANNING
2.1 GENERAL
This Chapter describes consideration of the design parameters that are used in the design of distribution system and steps to be adopted for conversion of the existing system into 24/7 continuous water supply system.
2.2 SYSTEMS OF WATER SUPPLY
The water may be supplied to the consumers by either- (1) continuous system or (2) intermittent system. In the continuous system, the water will be available to the consumers for all 24 hours a day. Whereas, the intermittent system will supply water only during peak water demand period which is fixed hours in the morning and evening. The exact period of supply of water to the consumers will depend on the availability of water from the source/ water treatment plant, pumping rate, available storage of water, availability of electric power supply during the day, water demand, seasons etc. The intermittent system creates problems like contamination of water in the pipes during non-supply hours, unhygienic as well as in sanitation problems. Besides, at majority of places, the intermittent supplies may not provide much savings of water because of the following reasons:
• In intermittent supply system, water is generally stored by the consumers in tanks, drums, and utensils etc. for use during non-supply hours. They, if unutilized, as soon as the fresh supply is restored, usually throw this stored water away. This increases the wastage and losses of water considerably.
• The consumers have a general tendency to keep the water taps open during non-supply hours so that they come to know startup of the supply. However, in majority of cases, water goes on flowing to waste, unattended even after the supply is restored, thus resulting into wastage of precious treated and potable water.
Besides, this intermittent supply system causes great inconvenience to consumers, keeping them on their toes for receiving and collecting water as soon as the supply is restored. Further, in this system, when the supply of water stops and the water from the pipe is withdrawn off, a partial vacuum is created in the pipeline. This induces suction through leaky joints. Dirt
45
in the form of sewage and other waste waters on the ground surrounding the pipes can get entries into the pipes. This contaminates the existing water available in pipes as well as incoming water in the pipelines, when the supply is restored. Number of sluice valves and control valves are required to be installed in the network of water distribution system. All these valves are operated many times daily, while starting or closing supply. This requires additional operating staff along with high operating and maintenance cost. Intermittent system should not be continued on long term policy due to the following disadvantages-
1. The consumers have to store water for use during non-supply hours; which is likely to be contaminated. Some consumers may not have sufficient storage facilities; which may lead to insanitary conditions ultimately.
2. It has been observed that the consumers leave their water taps open every time; which causes much wastage of water.
3. If more storage of water is kept for the use during non-supply hours, it is thrown away, causing wastage of water.
4. If any incidents of fire-fighting occur during non-supply hours, no water is available; which may subsequently cause huge damages before the supply could be turned on.
In spite of all these limitations / disadvantages, the intermittent supply system is being mostly adopted in our towns and cities. For improving the pressures in intermittent system, the entire city area is divided into number of zones and different zones are supplied water during different hours of the day. Most of network of pipe distribution system of water supply of towns and cities are usually designed as continuous supply system", but after implementation they are operated as an “intermittent" one. In view of above, the water is to be supplied through continuous system. This is the best system and the water is supplied for all the 24 hours a day. In this system, ample water is always available for firefighting, or any break-down or emergencies, even by closing the supply of certain localities. Besides, due to continuous circulation, water always remains fresh, in the pipelines. Considering these, continuous supply of water around 24 hours a day is proposed for the project area under this DPR.
46
2.3 DESIGN PERIOD
Design period for this work has been adopted as shown below: (i) Immediate stage 2020 (ii) Intermediate stage 2035 (iii) Ultimate stage 2050
2.4 POPULATION
Population forecast is made using the standard methods specified CPHEEO manual.
2.5 WATER DEMAND
Water demand projections are worked out with 135 liters per capita per day (LPCD) at consumer end. The losses are computed upward for gross demand projections as per CPHEEO manual. Water demand to the nodes of the distribution system is computed using the ward data provided by the SMC.
2.6 WATER DISTRIBUTION NETWORK
The water distribution system for public water supply is a network of pipes within the network of streets and roads of the project area. The purpose of the water distribution network is to convey wholesome (treated) drinking water to the consumers at an adequate residual pressure in sufficient quantity at convenient points. Water distribution system usually accounts for 40 to 70% of the capital cost of the water supply system, depending upon the lengths of streets and roads to be covered in the project area. As such, proper design and layout of the network is of great importance. The street plan, topography and location of service reservoirs etc. govern the type of distribution network. Proper layout of the pipelines, correct locations of various types of valves and specials are necessary for proper and efficient operation and maintenance of the system. Sufficient residual pressure at peak demand period is the prime hydraulic consideration of the distribution system. (a) Service Storage: Storage in the service reservoirs is provided considering balancing of inflows and outflows and emergency including water for firefighting. The service storage in the immediate stage year 2035 is computed presuming 20-hour pumping. With inflow rate of 20 hours and the outflow rate (supply hours) of 24 hours, the capacity of ESRs have been checked as per the methodology mentioned in CPHEEO manual.
47
(b) Hazen-Williams C-Value: C-values of various materials of pipes are shown in Table 2.2. Table 2.2: Hazen William C -Values for pipes. Material HWC-Value Mild steel (mortar lined) 140 GI 100
(c) Residual Pressures: CPHEEO "Manual on water supply and treatment" - third edition (1999) has been adopted in fixing residual pressure. Presently the houses in the Shimla Municipal Council area are about 3 to 4 storied. Therefore, sizes of pipelines and tank storages of the system are checked for minimum residual pressure of 20 m at nodal points. Multi- storied buildings needing higher pressure, will be providing their individual underground storage tanks; from where, the water will be pumped to elevated storage tanks on such buildings for supply of water to their consumers. (d) Minimum Diameter of Pipes: CPHEEO Manual suggests 100 mm as the minimum diameter of pipes. However, Simla is a terrain having very steep slope. Hence, minimum size of 80 mm is considered in the analysis. (e) Leading Mains: The inlet mains to service reservoirs and trunk mains will carry water for 20 hours. (f) Peak Factor: A peak factor of 3 is adopted for distribution system in the Hydraulic modeling.
2.7 ROAD MAP TO 24/7 SYSTEM
(a) Bulk Flow Meters: After a careful study of the system’s requirements, bulk flow meters shall be proposed at key strategic points in the system such as water treatment plants, service reservoirs and pumping stations to monitor the quantum of water being handled at these places. (b) Pressure Gauges: For calibration of the hydraulic model and monitoring of the water supply system pressures at key locations will have to be monitored. In every zone/DMA about 5 points are anticipated. (c) Flow Controlling Valves: For operation and maintenance of any intermittent supply system a minimum number of valves are necessary. In a continuous supply system every DMA should have isolation valve to make it hydraulically discrete. (d) Pressure reducing valves are used to limit excessive pressures.
48
2.8 SOFTWARE USED
For GIS maps, ESRI's ARC-VIEW software has been used. The analysis of the leading mains and the distribution system is made using Bentley WaterGEMS software, Connect Edition.
**
49
CHAPTER-3
EXISTING WATER SUPPLY OF SHIMLA
3.1 HISTORY
Shimla Planning Area (SPA) has its water supply system 130 years back, water from nearby springs was pumped to the city area. A brief history of water supply of Shimla is shown in Figure 3.1.
Figure 3.1: History of water supply
3.2 SOURCES
Main sources of the SPA are as below: 1. Cherot and Jagroti 2. Gumma 3. Ashwani Khed to Kasumpti 4. River Giri
Out of seven sources of the city Source Gumma supplies water to the Sanjauli and then to the Totu tanks.
Source Gumma
Gumma Pumping Station (PH) gets water from two sources, namely, (i) Gumma source and (ii) Nauti Khad intake. These sources are shown in Figure 3.2.
1875 1884 1992
No systematic potable water supply till..
PRESENTLY CITY GETS
54.5 MLD WATER
1st reservoir of 9 ML capacity was constructed at Sanjauli
Last augmentation scheme 29.5 MLD
50
Figure 3.2: Two sources of Gumma
From Gumma pumping station (Figure 3.3), total water pumped is 21 MLD. Water is pumped to the intermediate pumping station at Drabla (shown in blue) and again it is pumped to the Carignano reservoir. There is another pipeline (shown in yellow) which directly pumps water from Gumma PS to Carignano reservoir.
Figure 3.3: Gumma PS to Carignano reservoir
51
Carignano reservoir supplies water to the Sanjuli reservoir by gravity as shown by the blue line in Figure 3.4.
Figure 3.4: Carignano reservoir to Sanjauli Tank Sanjauli reservoir supplies water by gravity to the Ridge reservoir and then to the last tank of Totu tank as shown in Figure 3.5.
Figure 3.5: Carignano reservoir to Sanjauli Tank
52
Sources of water and capacity are shown in Table 3.1. Demo areas gets water as shown in Table 3.1. Table 3.1: Sources of water and capacity
SN Source
Capacity (MLD)
Present supply (MLD) Name WTP/ Tank Type Mode of supply
1 Churat Nallah Dalli filter 4.5 4.5
2 Gumma Carignano Surface Gravity 21.43 21
3 Ashwani Khad Kasumpti Surface Pumping 7.6 3.4
4 River Giri Dhalli Surface Pumping upto WTP and then by gravity 19 19
Total 52.53 47.9
3.3 EXISTING TANKS
There are 53 existing tanks in Shimla which are shown in Figure 3.6 and Table 3.2.
53
Figure 3.6: Existing tanks in Shimla Table 3.2: Existing tanks
SN R_id
Area Own
er Tank_Name
Elevation
(Minimum) (m)
Elevation
(Maximum) (m)
Diameter (m)
Capacity (m3)
Elevation (m)
1 1 demo_zone MC North_Oak_2 2266 2270.5 6 50 2250 2 2 demo_zone MC New_Housing_Board 2170.5 2174.1 8 100 2170 3 3 demo_zone MC Bangala_Colony 2265.5 2268.5 10 100 2265 4 4 demo_zone MC Corner_House 2341 2345.5 10 400 2340.5
5 5 demo_zone MC Engine_Ghar 2239 2241.8 10 300 2238.5
6 6 demo_zone MC Old_Housing_Board1 2093.5 2096.5 6.5 50 2093 7 7 demo_zone MC Old_Housing_Board2 2106.5 2111 5 50 2106 8 8 demo_zone MC Totu 2045.5 2052.7 17.53 1600 2045 9 9 PostSanjauli_450DI MC Kelestone1 2199.5 2204.3 11 300 2199 10 10 PostSanjauli_450DI MC Kelestone2/Bharari 2212.5 2219 16 1200 2212
11 11 PostSanjauli_450DI MC Fingask_1 2182.5 2188.9 8 100 2182
12 12 PostSanjauli_450DI MC Fingask_2 2182.5 2186.5 8 60 2182 13 13 PostSanjauli_450DI MC Tutikandi_1 2067.5 2075 13 900 2067 14 14 PostSanjauli_450DI MC Tutikandi_2 2066.5 2069.8 7 100 2066
15 16 PostSanjauli_450DI MC Advance_Study_Steel_Tank 2130.5 2134.1 8.4 225 2130
16 17 PostSanjauli_450DI MC IIAS_Summer Hill 2108.5 2112.5 12 900 2108 17 19 PostSanjauli_450DI MC Chakkar/Sandal 2056.5 2064.9 12 900 2056 18 20 PostSanjauli_450DI MC Kamnadevi_Temple 2166.5 2171.3 10 350 2166
19 21 PostSanjauli_450DI MC Ridge_direct_from Sanjauli
31 35 PostMainsField_150DI MC Taramata_Temple_Secto
r1 1961.5 1970 10 600 1961
32 36 PostMainsField_150DI MC New_Shimla_Sector2 1949.5 1952.5 8 125 1949
33 37 PostMainsField_150
DI MC New_Shimla_Sector3A 1904.5 1908.5 6 80 1904
34 38 PostMainsField_150DI
MC New_Shimla_Sector4 1901 1906.5 10 400 1900.5
35 39 PostMainsField_150DI MC New_Shimla_Sector3 1861.5 1870 10 600 1861
36 42 Dingodevi_RM MC Dhingodevi1 2307.5 2313.5 10 300 2307 37 43 Dingodevi_RM MC Dhingodevi2 2307.5 2311.5 8 100 2307 38 45 MC Mashobra 2315.5 2317 31 3019 2315 39 46 MC Craignaino 2315.5 2319 29 2642 2315 40 47 Dhalli MC Dhalli_WTP1_Sump 2270.5 2273 3 10 2270 41 48 Dhalli MC Dhalli_WTP2_Sump 2275.5 2278 3 10 2275 42 49 Kusumpti MC Sackrala 2050.5 2054.1 5 50 2050 43 51 Kusumpti MC Basant_Vihar 2031.5 2035.5 7 120 2031
44 52 Kusumpti MC Phase_2_New_Shimla_Sector_6
1966 1972 8 200 1965.5
54
SN R_id
Area Own
er Tank_Name
Elevation
(Minimum) (m)
Elevation
(Maximum) (m)
Diameter (m)
Capacity (m3)
Elevation (m)
45 53 Kusumpti MC Phase_2_New_Shimla 1894.5 1897.5 8 120 1894 46 54 Kusumpti MC Vikasnagar 1969.5 1972.5 5 40 1969 47 56 Kusumpti MC IAS_Colony1 1971.5 1974 4 25 1971 48 57 Kusumpti MC IAS_Colony2 1971.5 1974 4 25 1971 49 58 Kusumpti MC IAS_Colony3 1971.5 1973.9 6 50 1971 50 59 Kusumpti MC Kusumpti 2060.5 2065 25 2000 2060
51 60 Kusumpti PWD
HP_PWD_Near_Kusumpti 2060.5 2065.3 8 227 2060
52 61 PostSanjauli_Jaku MC Jakhu 2430.5 2439 10 300 2430
53 63 PostSanjauli_North_
Oak_1 MC North_Oak_1 2266 2270 7 100 2250
Total 37383
3.4 EXISTING NETWORK
Existing pipes in Shimla are shown in Figure 3.7 and Table 3.3.
Figure 3.7: Existing Pipes
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Table 3.3: Existing Pipes
Diameter (mm)
CI DI GI MS Grand Total
19 77 77
25 2110 2110
32 1754 1754
38 8900 8900
40 1516 1516
50 20177 20177
63 5341 5341
65 684 2121 2806
80 14968 10587 29055 54611
100 3014 5618 2194 3 10829
125 4773 1382 135 6290
150 2000 8676 370 204 11250
180 634 634
200 2268 3565 22 5855
225 1111 1111
250 94 3834 3928
300 541 516 1057
350 969 969
400 568 568
450 533 533
Grand Total
28825 37510 73617 364 140317
These pipes are very old, most of them are laid in pre-independence era. There is a basic reason why hilly area have more leaks. Getting water uphill requires more pressure. Water is pumped to move it uphill to reservoirs that rely on gravity for downward pressure. That force places greater stress on pipes and can lead to breaks. Pipes in older neighborhoods such as the Shimla are also more prone to fail because of their age.
Moreover, pipes with no data available have length of 84.5 kms. Pipes with diameter less than 100 mm are shown in Figure 6.5. These pipes are old and as Government of India’s CPHEEO
(1999) manual directs to use minimum size of 100 mm, hence, these pipes are not considered. This point was discussed with the Shimla Municipal Corporation (SMC) authority and for distribution system it was directed to design new pipes only.
Existing pipes with diameters more than 100 mm are shown in Table 3.2. These pipes are used for transmission main. Most of them shall be considered in the design of transmission mains.
***
56
CHAPTER-4
POPULATION FORECAST AND DEMAND ESTIMATION
4.1 SHIMLA PLANNING AREA
Government of Himachal Pradesh (GoHP) constituted Shimla Planning (SPA) Area through notification in November 1977, which comprises as below: (1) Shimla Municipal Corporation (SMC) (2) Recently merged Special Areas of Dhalli, New Shimla, and Tutu (3) Special Areas of Kufri, Shoghi and Ghanahatti
4.1.1 Validation of Geographic Areas of SPA
The map of Shimla Planning Area is collected from Town and Planning Department, Shimla which is shown in Figure 4.1. This map is non- spatial (non- GIS).
Figure 4.1: Non-Spatial map of Shimla Planning Area
57
KMZ file of the map of Shimla MC is collected from Town and Planning Department, Shimla. This map is georeferenced and is as shown in the Figure 4.2
Figure 4.2: GIS map of Shimla MC
The non-spatial map shown in Figure 4.1 is then made geo referenced with the map shown in Figure 4.2 and the resulting map (which is now georeferenced) is shown in Figure 4.3.
Figure 4.3: GIS map of Shimla Planning Area
58
On GIS map of Shimla Planning Area (Figure 4.3), Special Areas of Kufri, Shoghi and Ghanahatti are digitized and the resulting map is shown in Figure 4.4. Additional areas are also digitized and the resulting GIS map of entire Shimla Planning Area along with special areas and additional areas is shown in Figure 4.5.
Figure 4.4: GIS map of Shimla Planning Area along with Special Areas of Kufri, Shoghi and
Ghanahatti
Figure 4.5: GIS map of entire Shimla Planning Area
59
The areas on the drawing (Figure 4.1) given by Town and Planning Department Comparison of areas is shown in the Column 3 of the Table 4.1. The areas of the drawing 4.5 area also measured and are shown in Column 4 of the Table 4.1. Comparison of areas is shown in Table 4.1. Table 4.1: Comparison of areas
Figure 4.1)
Zone/area
Area (Ha) Drawing* of Town and Planning Department
GIS map** of this work
Difference (%)
1 2 3 4 5 1 Shimla MC 2207 2753 2 Ghanahatti Special Area 1647 1596 -3.2 3 Kufri Special Area 3173 3494 9.2 4 Shoghi Special Area 2923 3356 12.9
5 Additional Shinla Palnning Area
12500 13419 6.8
Total 22450 24618 8.8 * Drawing as shown in Figure 4.1 ** Drawing as shown in Figure 4.5 Areas of various zones as measured by the GIS map of this work (Col. 4) as shown in Table 4.1 are used in this work.
Area Under Consideration
Area Under Consideration, i.e., A GIS map of the Shimla Planning Area is shown in Figure 4.6.
Figure 4.6: Shimla Planning Area
60
Areas as shown in Figure 4.6 are shown in Table 4.2. Table 4.2: Comparison of areas
SN Zone/area
Area (Ha) Town and Planning Department
GIS map of this work
1 Shimla MC 2207 2753
2 Ghanahatti Special Area 1647 1596
3 Kufri Special Area 3173 3494 4 Shoghi Special Area 2923 3356 Total 9950 11199
The number of households and population of SPA of the year 2001 and 2011 is shown in Table 4.3. Table 4.3: Households and population of SPA
Part 2001 2011
House Holds Population House Holds Population
M.C. Shimla 37756 142555 1,69,578
Ghanahatti Special Area 2651 10185 2450 10715
Kufri Special Area 2426 10720 2956 12550
Shoghi Special Area 2330 11329 2758 12417
Total 45163 174789 2,05,260
Source: Census data 2011
4.2 POPULATION FORECAST
Population of the SPA as per 2011 census is 2,05,260. The decadal population growth of the SPA is shown in Table 4.4. The projected population made by various methods is shown in Table 4.5. Table 4.4: Decadal population growth* of the SPA
*Finally adopted Graphical Method: Population forecast made by the Graphical method is shown in Figure 4.7.
Figure 4.7: Graphical method
Population forecast, made by the average of three methods- Arithmetic method, Incremental increase method and Geometric progression method, seems to be rational. Hence, the forecast, as made by the average of Arithmetic method, Incremental increase method and Geometric progression method, is adopted which is shown in Table 4.6. Table 4.6: Final projection of population
S. No Year Population
1. 2020 243250
2. 2035 318468
3. 2050 413675
0
50000
100000
150000
200000
250000
300000
350000
400000
1970 1980 1990 2000 2010 2020 2030 2040 2050
Po
pu
lati
on
Year
62
Floating Population: The floating population of SPA is adopted from the Satluj (Kol) dam project report which are shown in Table 4.7.
4.3 DEMAND PROJECTION
4.2.1 Losses
CPHEEO manual restricted total losses to 15% (Ref p11 of CPHEEO manual). Hence, it is assumed that there will be 10% losses (Figure 4.9) in distribution system, 3% in treatment plant and 2% (1% in raw water transmission and 1% in pure water transmission) in the transmission system. Rate of supply is considered as 135 LPCD as the SMC has plan of sewerage scheme.
Figure 4.9: Demand of en-route connections and losses in WTP Corrected demands as mentioned in the DPR of Satluj (Kol) Dam seems rational, hence the figures as shown in Table 4.7 are considered in this report. The pipe sizes in distribution system are designed for the demand of 103.9 say 104 MLD.
WTP Distribution Head Work
Losses in WTP (3%)
1% Losses
1% Losses
10% Losses
63
Table: 4.7: Projection of demand of the SPA (adopted from Satluj (Kol) dam project report
SN Demand type Source Low Growth Moderate Growth High Growth 2017 2020 2035 2050 2017 2020 2035 2050 2017 2020 2035 2050
A Population Census of India 2001-2011 225119 235048 284694 334340 226317 237182 294880 358196 230068 243250 318467 413674 Total Domestic Demand
Grand Total (A)+(B)+(C)+(D)+(E)+(F)+(G) 49 51 61.4 72.4 49.1 51.4 63.4 77 49.7 52.5 69.4 93.51
Demand of Distribution
Demand with 10% losses in Distribution System 103.9
Demand of WTP
Demand with 1% losses in PW RM at outlet of WTP 104.9 Demand with 3% losses in WTP at inlet of WTP 108.2
Demand at Head Works
Add 1% for losses in RW transmission system 109.3
**
64
CHAPTER-5
HYDRAULIC MODEL OF SHIMLA
5.1 SIMULATION MODEL
Modeling of the water supply system is a critical part of designing and operating water networks for 24/7 continuous supply. It helps the distribution system to serve community reliably, safely and efficiently in daily operations. Hydraulic models give commanding knowledge of the water infrastructure, and help to take informed decisions. Modeling (Haested Methods, 2003) is defined as a mathematical description of a real-world system.
5.2 MODELING PROCESS
Main objective of any water utility is to deliver safe and potable water to its customers uninterruptedly. The first step in preparation of the model for water supply project is a creation of maps and records.
5.2.1 Maps and Records
System Maps: System maps of the SPA in the form of the GIS format have been collected from the engineer of the Shimla Municipal Council (SMC). These maps helped to make understanding of the water distribution networks of the city. The maps illustrate wide range of system characteristics of the SPA such as pipeline alignment, elevations of nodes, location of tanks and reservoirs and valves etc. The drawings are obtained from the SMC, which are used to prepare the hydraulic model in WaterGEMS. Water transmission pipelines are shown and the positions of water treatment plants, wards and the elevated service reservoirs in the city were marked. The shape files of roads and the buildings are used as a backdrop of the WaterGEMS software.
5.3 SYSTEM SIMULATION
While making hydraulic model for 24/7 continuous water supply system, various components of the network such as reservoir, tanks, pipelines and valves etc. are required to be simulated. The term simulation (Haested Methods, 2003) refers to the process of imitating the behavior of one system through functions of another. In the present approach, the term simulation represents behavior of real system (model) mathematically. Network simulation is a tool used when it is not possible to make experimentation to the actual system or to predict the behavior of the system before it is actually built. The objectives of the simulation are as follows-
• Replicate the dynamics of an existing and the proposed water supply system, • Performed when it is not practical for the real system to be directly subjected to
experimentation, • Evaluating a system before it is actually built.
65
5.3.1 Simulation of 24/7 Continuous Water Supply System
The road map to 24/7 continuous water supply for the Shimla has been shown in Figure 5.1.
Figure 5.1: Road map of 24/7 continuous water supply
All the parameters, as shown in Figure 5.1, are equally important and are inextricably linked. If anyone of them is not achieved, then it is not possible to convert the existing intermittent supply into 24/7 continuous water supply. For example, if technical parameters such as creation of hydraulic model, using DMA methodology and metering activities are carried out, but if proper tariff is not adopted, then there will be rise in the consumption rather than expected decrease in the supply rate and there will be shortage of water. Implementation Steps of 24/7 Water Supply: Detailed implementation steps are shown in Figure 5.2. Basic principle: The basic principle is to save water by plugging of leaks in distribution pipe network. And the saved water is then used to increase the supply hours to 24 hours daily. This process must be a continuous one to constantly reduce NRW.
Intermi-ttent
System
Technical
Hyd. ModelRehabilitation of
network
DMA
Pressure Management
Leakage Management
Metering Bulk + Consumer
OrganizationO&M to Sustain
24x7
Commercial Pricing
Policy
Budget
24x7 System
66
Figure 5.2: Implementation stages of 24/7 continuous water supply
5.3.2 Model Scenario
Scenario represents a set of models that describe traits of hydraulic networks of different water works. A typical model scenario requires analysis of a number of alternatives. Analysis of each alternative requires separate set of input data. In the situation of large number of model runs, it is not possible to edit input data accurately. Working either with many data files or editing frequently with single data file (Haested Methods, 2003) is confusing, inefficient and susceptible to the errors. Hence, to solve this problem alternative data sets are kept with single model data file. The alternatives can be assigned to the scenario and then the batch run of the particular scenario is performed to evaluate the results.
Intermittent Supply System
Base Drawing
Prepare Hydraulic Model
Scenario of zones and DMAs
Install meters and PRVs
Water Audit
Tackle leakiest DMA
Leak repair, Rehabilitate pipes
N
24x7 Continuous Supply System
All DMAs tackled? Tackle all DMAs
67
Alternatives: Basically, three types of alternatives are used in this study. They are namely- (a) active topology, (b) demand and (c) operational.
(a) Active Topology: System drawings of the proposed water networks showing locations of tanks, intermediate nodes, demand nodes and pipeline alignment of the SPA are prepared and plotted. In GIS maps the co-ordinate system of WGS-1984 UTM 43 N has been used. All elements of model are then suitably named and the corresponding data is fed to the computer software. The base scenario is then separated into various child scenario by making inactive elements of other zones and making active elements of the zones that is considered as a separate child scenario as shown in Figure 5.3. Thus, all child scenario of active topology are prepared. (b) Demand: Demand for all the nodes for the years 2020, 2035 and 2050 are allocated. (c) Operational: Valve operations are important in the model of pipe network. Flow control valves are used to regulate the flow into each zone. PRVs are used to manage the excessive pressures. 5.3.3 Base Scenario Base scenario of pipe network of entire city is the first task in preparation of the hydraulic model. Back Drop Drawing Ortho raster image of the SPA is created by the Drone survey which has been used in this study. This image is limited to the extent of the Demo areas. This raster ortho image was digitized and the shape files of the features such as road edge boundaries, buildings, water bodies are created. The ortho image and the shape files are geo-referenced (spatial). Attaching Alternatives Alternatives of active topology, demand and the operational are created in WaterGEMS and are attached to the base scenario as shown in Figure 5.3.
68
Figure 5.3: Alternative attached to the base scenario 5.3.4 Active Topology The shape files of the roads and buildings are exported to WaterGEMS and are used as the background layers. Various components of the pipe network such as reservoir, pipe, junctions, valves and tanks etc. are drawn on the background layer. 5.4 Water Demand Wards of the Shimla MC and SPA including Special Areas of Ghanahatti, Kufri and Shoghi are shown in Figure 5.4. Demand of the water districts is computed by using the land pattern data given by the City Development Plan (CDP) of Town and Country Planning Department.
Figure 5.4: Wards of the SPA
Base scenario of Shimla city
Active topologyAttributes of pipe material, length, diameter,
C-value are given to the pipe feature.
Demand Demand values are given
OperationalValve settings, open, partial open and close
are given
69
Population of entire Shimla Planning Area (SPA) including 25 wards of the Shimla MC and Special Areas of Ghanahatti, Kufri and Shoghi, its area and population density with respect to the year 2011 is shown in Table 5.1. A GIS layer with population densities as attribute table has been created. Table 5.1: Population of the wards of the Shimla Planning Area (SPA)
Land Use City Development Plan (CDP) of Town and Country Planning Department has recorded Land use areas of the city for the year of 2004 and predicted land use areas for the year 2021 as shown in Tables 5.2 and 5.3 respectively.
70
Table 5.2: Land use areas for the year of 2004
SN Land Use Area (in Hectare) % of urban area
% of Planning Area
1 Residential 903.13 61.19 9.07 2 Commercial 25.22 1.71 0.25 3 Industrial 9 0.62 0.09 4 Tourism 21.7 1.47 0.22 5 Public & semi- public 138.78 9.4 1.39 6 Parks & open spaces 6 0.41 0.06 7 Traffic and Transportation 371.93 25.2 3.75 Total 1475.76 100 8 Agriculture, 2174.75 21.85 9 Forest 6080.15 61.12 10 Water bodies and undevelopable land 219.34 2.2
Total 8474.24 85.17 Grand Total 9950 100
Table 5.3: Land use areas for the year of 2021
SN Land use Area in Hectare % of Urban Area
% of Planning area
1 Residential 2124 68 21.35 2 Commercial 51.2 2 0.51 3 Industry 17 1 0.17 4 Tourism 98 3 0.98 5 Public & Semi Public 274.28 9 2.76 6 Parks & Open Spaces 32 1 0.33 7 Traffic & Transportation 484.93 16 4.87 Total 3081.41 100 8 Agriculture 620.63 6.24 9 Forest 6028.62 60.59 10 Water bodies & Undevelopable slopes 219.34 2.2 Total 6868.59 Grand Total 9950 100
From the Tables 5.2 and 5.3, it is to be noted that the land use areas in the year 2021 have been increased by reducing the Agriculture area. So, the total planning area of 1475.76 Ha which was considered in the year 2004 has been increased to 3081.41 Ha for the prospective year of 2021. Land use areas as suggested by the Town and Country Planning Department for the year 2021 are considered as the base year is 2020. As shown in Table 4.2, measured area of SPA is 11,199 Ha rather than earlier reported 9950 Ha. Hence, land use percentages are computed for the year 2021 for the measured areas and are shown in Column 5 of the Table 5.4.
71
Table 5.4: Land use areas
sn Land Use
Area in Hectare % of Urban Area
% of Planning area 2001 2021
Measured Area (2021)
1 2 3 4 5 6 7 1 Residential 903.13 2124 2391 68.93 21.35 2 Commercial 25.22 51.2 58 1.66 0.51 3 Industrial 9 17 19 0.55 0.17 4 Tourism 21.7 98 110 3.18 0.98 5 Public & semi- public 138.78 274.28 309 8.90 2.76 6 Parks & open spaces 6 32 36 1.04 0.32 7 Traffic and Transportation 371.93 484.93 546 15.74 4.87 Total 1475.76 3081.41 3468 100 30.97 8 Agriculture, 2174.75 620.63 699 6.24 9 Forest 6080.15 6028.62 6785 60.59 10 Water bodies and undevelopable land 219.34 219.34 247 2.20 Total 8474.24 6868.59 7731 69.03 Grand Total 9950 9950 11199 100.00
Using percentage of Urban Area (Column 6) from Table 5.4, land use areas of the SPA are computed and are shown in Table 5.5. Since, population of each ward with respect to the land use is to be found out, it is required to find out equivalent area of each ward. While determining equivalent area, the factors- such as 100% for residential; 25% for public and Public & Semi Public and 10% for industries and Tourism has been used which is practiced in Maharashtra Jeevan Pradhikaran (MJP). Computation of equivalent area is shown in Table 5.5.
16 Engine Ghar 5196 16.28 11.22 0.27 0.09 0.52 1.45 0.17 2.56 11.71 444 Very High
73
5.4.1 Observations on Demand Projection Generally, any Development Plan recommends the growth of population according to the ward density pattern. Ward density is a ratio of population of each water district to its spread area. Based on the population pattern, the wards are categorized as low dense, medium dense, high dense, very high dense and saturated as shown in Table 5.6. Population projection factors are considered in accordance with the growth rate of the city as shown in table 5.7. Table 5.6: Population density pattern
SN WATER DISTRICT: DENSITY PATTERN
DENSITY AS OF 2011
(PERSONS/HA)
NO. OF WATER
DISTRICTS
1 LOW 0 - 50 8
2 MEDIUM 50- 200 14
3 HIGH 200-400 5
4 VERY HIGH 400-600 1
5 SATURATED >600 0
TOTAL 28
Table 5.7: Population density pattern
SN Density
as of year 2011
Probable density
expected in year 2050
Projection Factor(PF)*
Remarks
1 Low Low 1.05 Though growth will be less, the future growth is not expected. Hence, PF is the least
2 Low High 2.1 Here growth will be high and the future growth will be much more
3 Low Very High 2.75 Here future growth will be maximum. Hence, PF is the maximum
4 Medium Medium 1.2 Future growth will be medium but slightly above low.
5 Medium High 1.2 Future growth will be medium but slightly above low.
6 Medium Very High 1.8 Here future growth will be very high and comparatively PF is more than 1.2
7 High Very High 1.8 Here future growth will be very high and comparatively PF is more than 1.2
8 Very High
Very High 1.2 Future growth will be medium but slightly above low.
*These projection factors are decided in consultation with the MC’s engineers
74
Distribution of population density in various wards for the years 2020, 2035 and 2050 is shown respectively in Figures 5.5, 5.6 and 5.7 respectively. A comparison of increase in population density is shown in Figure 5.8. Values of population density are also shown in Table 5.8. Using load builder of WaterGEMS, the demand is given as per the population density.
Figure 5.5: Density of wards of the city for year 2020
Figure 5.6: Density of wards of the city for year 2035
75
Figure 5.7: Density of wards of the city for year 2050
Figure 5.8: Comparison of densities
0
100
200
300
400
500
600
700
Kufr
i
Sho
ghi
Gh
anah
atti
Ben
mo
re
Ann
adal
e
Sum
mer
Hill
Bh
arar
i
San
jau
li C
ho
wk
Kai
thu
Bo
ileau
gan
j
Tuti
kan
di-
Bad
ai
Jakh
u
Kan
log
Dh
alli
Ru
ldh
u B
hatt
a
Phag
li
Mal
iyan
a
Totu
Pate
og
Khal
ini
Nab
ha
Kasu
mpt
i
Kris
hn
a N
agar
Ram
Baz
ar, G
anj
Ch
amya
na
Low
er
Baz
ar
Ch
ho
ta S
him
la
Engi
ne
Gh
ar
Per
son
/Ha
Ward
pd2020 pd2035 pd2050
76
Table 5.8: Distribution of population density in various wards
18 Dhalli 7327 214.26 154.15 48 Low Very High 2.75 10772 18031 22201 70 117 144
7 Boileauganj 8205 209.15 150.47 55 Medium Very High 1.8 10095 13216 16273 67 88 108
1 Bharari 4113 102.82 73.97 56 Medium High 1.2 4423 4923 5438 60 67 74
25 Kanlog 6036 119.95 86.29 70 Medium Very High 1.8 6426 9723 11971 74 113 139
17 Sanjauli Chowk 6526 111.79 80.43 81 Medium High 1.2 6834 7217 7831 85 90 97
3 Kaithu 4298 73.31 52.74 81 Medium High 1.2 5098 5200 5683 97 99 108
2 Ruldhu Bhatta 6839 113.05 81.33 84 Medium Very High 1.8 7514 11016 13564 92 135 167
14 Jakhu 3505 49.81 35.84 98 Medium Medium 1.2 3703 4114 4634 103 115 129
20 Maliyana 9884 138.02 99.29 100 Medium Very High 1.8 11161 15921 19603 112 160 197
6 Totu 9208 112.96 81.27 113 Medium Very High 1.8 10114 14832 18262 124 183 225
23 Pateog 12029 145.53 104.70 115 Medium Very High 1.8 13800 19376 23857 132 185 228
9 Nabha 4665 56.16 40.40 115 Medium Very High 1.8 5739 7514 9252 142 186 229
24 Khalini 8456 98.87 71.13 119 Medium Very High 1.8 8856 13133 16271 125 185 229
10 Phagli 4518 48.92 35.19 128 Medium High 1.2 5118 5600 6274 145 159 178
21 Kasumpti 9185 87.82 63.18 145 Medium Very High 1.8 9523 13387 18216 151 212 288
11 Krishna Nagar 7190 44.56 32.06 224 High Very High 1.8 8090 8350 14260 252 260 445
12 Ram Bazar, Ganj 3734 22.07 15.88 235 High Very High 1.8 4234 4333 7406 267 273 466
19 Chamyana 9627 54.73 39.38 244 High Very High 1.8 9823 10056 19093 249 255 485
13 Lower Bazar 3936 22.26 16.02 246 High Very High 1.8 4436 4568 7806 277 285 487
22 Chhota Shimla 15399 77.12 55.49 278 High Very High 1.8 15899 17270 30540 287 311 550
16 Engine Ghar 5196 16.28 11.71 444 Very High Very High 1.2 5596 5798 6870 478 495 587
77
5.5 Elevations to Nodes Drone Survey Since the terrain is undulating, a drone survey is carried out by the Shimla MC. This survey enabled to draw ortho image of the entire Demo areas and the accurate contours. A typical drone with high resolution camera (Figure 5.9) was brought to the site (Figure 5.10).
Figure 5.9: Drone with high resolution camera Figure 5.10: Operating Drone at site
The flight path over the command area is set on Tab as shown in Figure 5.11. Actual such path is shown in Figure 5.12.
Figure 5.11: Flight path set at controller Figure 5.12: Actual flight path at Demo areas
While flying along the pre-set path, the images with overlap (Figure 5.13) are taken by the Drone camera. With overlap, accurate contours are generated by the PIX4D software. These levels are validated using Total Stations (Figure 5.14).
78
Figure 5.13: Overlap images Figure 5.14: Validating levels by Total
Station With the Drone survey, an Ortho image of the command area of the Demo areas is created which is used to create operational zones and pressure zones/ DMA. Generation of Contours GIS based contours are generated by the PIX4D software which are then used to impart the elevations to each node. Base Scenario Base scenario of the SPA has been prepared with the alternatives: (i) active topology, demand and the operational as shown in Figure 5.6. Figure 5.6: Base scenario with alternatives of active topology, demand and operational Thus, the basic hydraulic model of the distribution system has been created for further analysis and design of the entire project.
***
Base Scenario of Talegaon- Dabhade Distribution System
Alternative: Active Topology
Alternative: Deamnd
Alternative: Operational
79
CHAPTER-6
FORMATION OF AREAS
6.1 SHIMLA AREAS
Principle of Formation: There are common outlets supplying water to various operational zones. The groups of such zones are clubbed together in the area. Such areas in the distribution area of Shimla are shown in Figure 6.1 and Table 6.1.
Figure 6.1: Shimla areas
80
Table 6.1: Shimla areas
SN Shimla Area Zones in the Area 1 A_Demo_Area North_Oak_2, New_Housing_Board,
13 21 MC Ridge_direct_from Sanjauli 2250.5 2250 33.9 8700 2250
Total 15306
*Note: Elevation values are taken from Drone survey
6.2.1 Proposed New Network
Operational zones and network in Post Sanjauli 450 DI area is drawn on WaterGEMS which is shown in Figure 6.3.
82
Figure 6.3: Pipe network of Post Sanjauli 450DI area
All the pipes are newly proposed to increase coverage to 100%. Since large pressures are involved, selection of pipe material is of paramount importance. It is noted that even though the Ductile Iron (DI) pipes are strong in strength, their joints are not stabilized owing to very high pressures. Hence, Mild Steel (MS) pipes are suggested as their joints are welded.
6.3 C_RIDGE
There is only one tank, i.e., Ridge in this area. Locations of this existing tank in C_Ridge area is shown in Figure 6.7.
Figure 6.7: Location of existing tank (Ridge) in C_Ridge
Details of existing serving tank is shown in Table 6.6.
83
Table 6.6: Details of existing serving tanks
R_id Tank_Name Owner Elevation
(Minimum) (m)
Elevation (Maximum)
(m)
Diameter (m)
Capacity (m3)
Elevation* (m)
22 Ridge MC 2198.5 2205 33.9 4600 2198 *Note: Elevation values are taken from Drone survey
6.3.1 Proposed New Network
Operational zones and network in Post Sanjauli 450 CI area is drawn on WaterGEMS which is shown in Figure 6.8.
Figure 6.8: Pipe network of Post Sanjauli 450DI area
All the pipes are newly proposed to increase coverage to 100%. Since large pressures are involved, selection of pipe material is of paramount importance. It is noted that even though the Ductile Iron (DI) pipes are strong in strength, their joints are not stabilized owing to very high pressures. Hence, Mild Steel (MS) pipes are suggested as their joints are welded.
6.3 D_POSTRIDGE_400CI
Locations of the existing tanks in Post Sanjauli 450 CI area are shown in Figure 6.9.
84
Figure 6.9: Location of existing tanks in Post-Sanjauli 450 CI Area
Details of existing serving tanks is shown in Table 6.7. Table 6.7: Details of existing serving tanks
*Note: Elevation values are taken from Drone survey
6.2.1 Proposed New Network
Operational zones and network in Post Sanjauli 450 CI area is drawn on WaterGEMS which is shown in Figure 6.10.
Figure 6.10: Pipe network of Post Sanjauli 450CI area
85
All the pipes are newly proposed to increase coverage to 100%. Since large pressures are involved, selection of pipe material is of paramount importance. It is noted that even though the Ductile Iron (DI) pipes are strong in strength, their joints are not stabilized owing to very high pressures. Hence, Mild Steel (MS) pipes are suggested as their joints are welded.
6.4 E_MAINS FIELD
Locations of the existing tanks in Mains Field area are shown in Figure 6.11. Transmission main from Sanjauli tank to the MainsField is shown in Figure 6.12.
Figure 6.11: Location of existing tanks in Mains Field Area
86
Figure 6.12: Pipeline from Sanjauli to Mains Field tanks
Details of existing serving tanks is shown in Table 6.8.
6 39 MC New_Shimla_Sector3 1861.5 1870 10 600 1861
Total 7762.348
*Note: Elevation values are taken from Drone survey
6.2.1 Proposed New Network
Operational zones and network in Mains Field area is drawn on WaterGEMS which is shown in Figure 6.13.
87
Figure 6.13: Pipe network of Mains Field area
All the pipes are newly proposed to increase coverage to 100%. Since large pressures are involved, selection of pipe material is of paramount importance. It is noted that even though the Ductile Iron (DI) pipes are strong in strength, their joints are not stabilized owing to very high pressures. Hence, Mild Steel (MS) pipes are suggested as their joints are welded.
6.5 F_DHINGODEVI
Locations of the existing tanks in Dhingodevi area are shown in Figure 6.14. Transmission main from Craignaino tank to the Dingodevi Sump is shown in Figure 6.15.
88
Figure 6.14: Location of existing tanks in Dhingodevi Area
89
Figure 6.15: Pipeline from Craignaino to Dingodevi sump
Details of existing serving tanks is shown in Table 6.9.
Table 6.9: Details of existing serving tanks
SN R_id Owner Tank_Name Elevation
(Minimum) (m)
Elevation (Maximum)
(m)
Diameter (m)
Capacity (m3)
Elevation* (m)
Modified Diamter
(m)
Modi. capacity (MLD)
1 40 New Z8_Dhingo5 2275.5 2280 18 1272 2275.000 2 41 New Z5_Dhingodevi4 2290.5 2295.5 15 884 2290.000 1 42 MC Dhingodevi1 2307.5 2313.5 10 300 2307.000 18 1527 2 43 MC Dhingodevi2 2307.5 2311.5 8 100 2307.000 10 314 3 44 New Z1_Dhingodevi3 2305.5 2310.5 11 501 2305.000 Total 3057
*Note: Elevation values are taken from Drone survey
6.2.1 Proposed New Network
Operational zones and network in Mains Field area is drawn on WaterGEMS which is shown in Figure 6.16.
90
Figure 6.16: Pipe network of Mains Field area
All the pipes are newly proposed to increase coverage to 100%. Since large pressures are involved, selection of pipe material is of paramount importance. It is noted that even though the Ductile Iron (DI) pipes are strong in strength, their joints are not stabilized owing to very high pressures. Hence, Mild Steel (MS) pipes are suggested as their joints are welded.
6.6 G_MASHOBRA
Locations of the existing Mashobra tank is shown in Figure 6.17. Pipeline from the Giri Pump House (PS) to Mashobra is shown in Figure 6.18.
91
Figure 6.17: Location of existing Mashobra tank
Figure 6.18: Pipeline from Giri PS to Mashobra
Details of existing serving tanks is shown in Table 6.10. Table 6.10: Details of existing Mashobra tank
SN R_id Owner Tank_Name Elevation
(Minimum) (m)
Elevation (Maximum)
(m)
Diameter (m)
Capacity (m3) Elevation*(m)
1 45 MC Mashobra 2316 2317 31.000 3019.078 2315.000
*Note: Elevation values are taken from Drone survey
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6.2.1 Proposed New Network
Operational zone and network of the Mashobra is drawn on WaterGEMS which is shown in Figure 6.19.
Figure 6.19: Pipe network of Mashobra area
All the pipes are newly proposed to increase coverage to 100%. Since large pressures are involved, selection of pipe material is of paramount importance. It is noted that even though the Ductile Iron (DI) pipes are strong in strength, their joints are not stabilized owing to very high pressures. Hence, Mild Steel (MS) pipes are suggested as their joints are welded.
6.7 H_CRAIGNAINO
Locations of the existing Craignaino tank is shown in Figure 6.20. Pipeline from the Gumma Pump House (PS) to Craignaino is shown in Figure 6.21.
93
Figure 6.20: Existing tank at Craignaino
Figure 6.21: Pipeline from Gumma PS to Craignaino
Details of existing serving tanks is shown in Table 6.11. Table 6.11: Details of existing Craignaino tank
94
R_id Tank_Name Owner Elevation
(Minimum) (m)
Elevation (Maximum)
(m)
Diameter (m)
Capacity (m3)
Elevation (m)
46 Craignaino MC 2315.5 2319 29 2642.086 2315
*Note: Elevation values are taken from Drone survey
6.2.1 Proposed New Network
Operational zone and network of the Craignaino is drawn on WaterGEMS which is shown in Figure 6.21.
Figure 6.21: Pipe network of Craignaino area
All the pipes are newly proposed to increase coverage to 100%. Since large pressures are involved, selection of pipe material is of paramount importance. It is noted that even though the Ductile Iron (DI) pipes are strong in strength, their joints are not stabilized owing to very high pressures. Hence, Mild Steel (MS) pipes are suggested as their joints are welded.
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6.8 I_DHALLI
Locations of the existing tanks in Dhalli area are shown in Figure 6.22. Raw water transmission main from source to the Dhalli tanks is shown in Figure 6.23.
Figure 6.22: Location of existing tanks in Dhalli Area
Figure 6.23: Raw water transmission main from source to the Dhalli tanks
Details of existing serving tanks is shown in Table 6.12.
*Note: Elevation values are taken from Drone survey
6.2.1 Proposed New Network
Operational zones and network in Dhalli area is drawn on WaterGEMS which is shown in Figure 6.24.
Figure 6.24: Pipe network of Dhalli area
All the pipes are newly proposed to increase coverage to 100%. Since large pressures are involved, selection of pipe material is of paramount importance. It is noted that even though the Ductile Iron (DI) pipes are strong in strength, their joints are not stabilized owing to very high pressures. Hence, Mild Steel (MS) pipes are suggested as their joints are welded.
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6.9 J_KUSUMPTI
Locations of the existing tanks in Kusumpti area are shown in Figure 6.25. Raw water transmission main from source to the Kusumpti tank is shown in Figure 6.26.
Figure 6.25: Location of existing tanks in Kusumpti Area
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Figure 6.26: Transmission mains to the Kusumpti tank
Details of existing serving tanks is shown in Table 6.13.
Table 6.13: Details of existing serving tanks
SN R_id Owner Tank_Name Elevation
(Minimum) (m)
Elevation (Maximum)
(m)
Diameter (m)
Capacity (m3)
Elevation* (m)
Modified Diamter
(m)
Modi. capacity (MLD)
1 49 MC Sackrala 2050.5 2054.1 5 50 2050 13 478
2 50 New Z10_Tibti_Panthaghati 1977.5 1983 12 565 1977
*Note: Elevation values are taken from Drone survey
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6.9.1 Proposed New Network
Operational zones and network in Kusumpti area is drawn on WaterGEMS which is shown in Figure 6.27.
Figure 6.27: Location of existing tanks in the Kusumpti Area
All the pipes are newly proposed to increase coverage to 100%. Since large pressures are involved, selection of pipe material is of paramount importance. It is noted that even though the Ductile Iron (DI) pipes are strong in strength, their joints are not stabilized owing to very high pressures. Hence, Mild Steel (MS) pipes are suggested as their joints are welded.
100
6.10 K_JAKU
Locations of the existing tanks in PostSanjauli_Jaku area are shown in Figure 6.28.
Figure 6.28: Location of existing tanks in K_Jaku Area
Details of existing serving tanks is shown in Table 6.14. Table 6.14: Details of existing serving tanks
2 62 New Z2_Jakhu2 2392.5 2398 22 1900.668 2392.000
*Note: Elevation values are taken from Drone survey
6.9.1 Proposed New Network
Operational zones and network in PostSanjauli_Jaku area is drawn on WaterGEMS which is shown in Figure 6.29.
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Figure 6.29: Location of existing tanks in the K_Jaku
All the pipes are newly proposed to increase coverage to 100%. Since large pressures are involved, selection of pipe material is of paramount importance. It is noted that even though the Ductile Iron (DI) pipes are strong in strength, their joints are not stabilized owing to very high pressures. Hence, Mild Steel (MS) pipes are suggested as their joints are welded.
6.11 J_NORTH_OAK_1
Locations of the existing tank is shown in Figure 6.30.
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Figure 6.30: Existing North Oak1 tank Details of existing serving tanks is shown in Table 6.15.
Table 6.15: Details of existing North Oak1 tank
SN R_id Owner Tank_Name Elevation
(Minimum) (m)
Elevation (Maximum)
(m)
Diameter (m)
Capacity (m3)
Elevation* (m)
Modified Diamter (m)
Modi. capacity (MLD)
1 63 MC North_Oak_1 2266 2270 7 100 2250 11 380
*Note: Elevation values are taken from Drone survey
6.2.1 Proposed New Network
Operational zone and network of the Craignaino is drawn on WaterGEMS which is shown in Figure 6.21.
Figure 6.31: Pipe network of Craignaino area
All the pipes are newly proposed to increase coverage to 100%. Since large pressures are involved, selection of pipe material is of paramount importance. It is noted that even though the Ductile Iron (DI) pipes are strong in strength, their joints are not stabilized owing to very high pressures. Hence, Mild Steel (MS) pipes are suggested as their joints are welded.
6.12 K_SHOGHI
Locations of the existing tank is shown in Figure 6.32.
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Figure 6.32: Existing K_Shoghi
Details of existing serving tanks is shown in Table 6.15.
Table 6.16: Details of existing Shoghi_Area tank
SN R_id Owner Tank_Name Elevation
(Minimum) (m)
Elevation (Maximum)
(m)
Diameter (m)
Capacity (m3)
Elevation (m)
2 64 New Z9_Shoghi 1882.5 1887.5 12 565 1882
*Note: Elevation values are taken from Drone survey
6.2.1 Proposed New Network
Operational zone and network of the Craignaino is drawn on WaterGEMS which is shown in Figure 6.33.
Figure 6.33: Pipe network of Craignaino area
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All the pipes are newly proposed to increase coverage to 100%. Since large pressures are involved, selection of pipe material is of paramount importance. It is noted that even though the Ductile Iron (DI) pipes are strong in strength, their joints are not stabilized owing to very high pressures. Hence, Mild Steel (MS) pipes are suggested as their joints are welded.
***
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CHAPTER-7
DESIGN OF DISTRIBUTION SYSTEM
7.1 NUMBER OF CONNECTIONS
Work of consumer survey is just completed. The no. of connections in the entire area are computed using GIS. Zone boundaries and the connections in it for the entire areas is shown in Figure 7.1.
Figure 7.1: Zonal boundaries and the connections
Using GIS, no. of properties, population and families/ connections in each operational zone are computed and are shown in Table 7.1.
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Table 7.1: Properties and population in Demo areas
Formation of district metered areas (DMAs) makes it possible to divide a water distribution network into small, isolated, and independent water distribution networks. A DMA is a specific area, usually defined by the closure of valves, in which the quantities of water entering and leaving the area are metered. A permanently monitored DMA is the most effective tool to help reduce the duration of unreported leakage. Monitoring night flows facilitates the rapid identification of unreported breaks, and provides data required to make the most cost-effective use of leak-locating resources.
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As per international practice, the size of District Metering Area (DMA) should be such that the water connections are in the range of 500 to 3000. From Table 7.1, all the operational zones have no. of connections less than 3000. Hence, ok. However, operational zones of some of the zones are too big in areas which can pose difficulties in day to day maintenance hence, they are proposed to have two DMAs as shown in Table 7.1.
7.3 PRESSURE MANAGEMENT
Usually, hilly areas contain the following landscape features: (1) they are far away from the water source and urban areas, (2) they contain more dispersed water distribution networks, and (3) the terrain elevations in the house group vary greatly. Consequently, the water supply system has many disadvantages, such as the high cost of pipe network construction, imbalance in water pressure distribution and greater difficulty in operation and management in relation to
water loss and pipe bursting. In hilly areas, it is more difficult to divide the water supply system
reasonably than it is in flat areas. Many factors, such as the boundaries of administrative divisions, the high and low areas of the terrain, and the water demands of distribution, must be considered. A pressure management is necessary in the water supply systems of the hilly areas. Principle of pressure management is described in the paper- “Implementation of Pressure
Management in Municipal Water Supply Systems,” by R S McKenzie & W. Wegelin. This paper is available on Internet.
Concepts of Pressure Management
Distribution system is designed to provide water to consumers at some agreed level of service which is often defined as a minimum level of pressure at the critical point which is the point of lowest pressure in the system. This minimum pressure in case of Shimla has been decided as 20m water head. This pressure and flow requirements during the period of peak demand is designed. In Shimla water pressures are huge, about 28 to 30 kg/cm2 at tail ends. Hence, there is need to manage the pressures by reducing them. Pressures can be reduced by following techniques:
1. Fixed outlet pressure control 2. Time-modulated pressure control 3. Flow modulated pressure control
Fixed outlet pressure control involves the use of a device, normally a pressure reducing valve (PRV) which is used to control the maximum pressure entering a zone as can be seen in Figure 7.2. This is possibly the simplest and most straightforward form of pressure management as it involves the use of a PRV with no additional equipment. The advantages of this form of pressure control are:
• It is relatively simple to install as it requires only a PRV
• Cost is relatively low as it involves no electronic equipment;
• Maintenance and operation are relatively simple
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Figure 7.2: Pressure management by PRV As can be seen from Figure 7.2, there are three pressure zones, first one is at highest elevation, second is at elevation lower than first and the third pressure zone is at the lowest elevation. If PRVs are not installed, or if the system is un intervened, there would be enormous pressures at pressure zones 2 and 3 (Table 7.3). However, on installing PRV, the HGL is managed and the pressures are maintained at 20m. Table 7.3: Pressures in different pressure zones
SN Zone (with reference to Figure 7.1)
Un intervened pressure (Without PRV)
Intervened pressure (With PRV)
1 Pressure Zone 1 100 20 2 Pressure Zone 2 190 20 3 Pressure Zone 3 270 20
7.4 FORMATION OF PRESSURE ZONES
Principle as shown in Figure 7.2 has a limitation. It requires layout of the house properties horizontally so that the pressure zone as shown in Figure 7.2 can be formed. Unfortunately, in most of the parts of the distribution system of the Shimla city, layouts of the house properties are vertical as shown in Figure 7.3 and Figures 7.4. Hence, principle as shown in Figure 7.2 cannot be adopted to the distribution system of Shimla. However, it can be applied to the
Just upstream of PRV
100
Just downstream of PRV
20 90
20 PRV 80
Un managed HGL
Managed HGL
Pressure Zone 1 PRV 20
Pressure Zone 2
20 = Pressure in m Pressure Zone 3
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transmission system which will be discussed later on. Nodal pressures in the distribution system shall be controlled by Pressure Reducing Valves (PRV)s only.
Figure 7.3: Vertical layout of the houses in Operational zone of North_Oak_2
Figure 7.4: Vertical layout of the houses in Operational zone of Old_Housing_Board1
7.5 ADEQUACY OF THE EXISTING TANKS
Existing tanks are shown respectively in Figure 3.6 and Table 3.2. Maximum demands to be served by these tanks are computed and shown in Table 7.2.
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7.5.1 Determining Optimum Boundary of an Operational Zone
In any 24x7 project, success of the project depends on the optimal zonal boundary. To do so, the maximum demand that the existing tanks can serve is computed as shown in Figure 7.5.
Figure 7.5: Algorithm of computing maximum demand a tank can serve Based on the algorithm as shown in Figure 7.5, mass curves in excel sheets are designed. Mass curves of the tanks are shown in Appendices-A to J. (3) New Tanks: Some of the existing tanks (Table 7.4) are enough to cater the demands of the year 2050. Capacity of many tanks is not enough and hence; their diameters are proposed to increase as shown in the Table 7.4. It is proposed to construct additional tanks with diameters in such a way that the equivalent diameters are same. The existing and the new proposed tanks shall be joined by a bigger pipe so that both the tanks behave as one tank. The new tanks are shown in Table 7.5.
Using this demand compute tank capacity using mass curve method
Is tank getting empty?
Modify boundary of the zone
Find the demand of nodes which fall within this boundary
Tentatively fix boundary of zone for ESR
Modified boundary is correct
Is tank getting overflow?
Lower demand or pumping hours
Increase demand or modify pumping hours
No
Yes
Yes
No
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Table 7.4: Assessment of existing tanks
SN R_id Area Owner Tank_Name Elevation
(Minimum) (m)
Elevation (Maximum)
(m)
Diameter (m)
Capacity (m3)
Elevation (m)
Modified Diamter
(m)
Demand (2050) in
model (MLD)
Demand (2035) (MLD)
Demand (2020) (MLD)
Max capacity (MLD)
Remarks
1 1 demo_zone MC North_Oak_2 2266 2270.5 6 50 2250 0.348 0.258 0.195 Tank is enough
2 2 demo_zone MC New_Housing_Board 2170.5 2174.1 8 100 2170 0.502 0.373 0.282 Tank is enough
3 3 demo_zone MC Bangala_Colony 2265.5 2268.5 10 100 2265 0.436 0.324 0.245 Tank is enough
4 4 demo_zone MC Corner_House 2341 2345.5 10 400 2340.5 13 1.479 1.098 0.830 1.000 Tank is not enough, diameter to
raise to 13 m
5 5 demo_zone MC Engine_Ghar 2239 2241.8 10 300 2238.5 1.238 0.919 0.695 1.000 Tank can serve demand of 1.16 MLD upto year 2025
6 6 demo_zone MC Old_Housing_Board1 2093.5 2096.5 6.5 50 2093 10 0.354 0.263 0.199 Tank is enough
7 7 demo_zone MC Old_Housing_Board2 2106.5 2111 5 50 2106 0.265 0.197 0.149 Tank is enough
8 8 demo_zone MC Totu 2045.5 2052.7 17.53 1600 2045 25 6.117 4.540 3.435 3.200 Tank is not enough, raise diameter to 25 m
9 9 PostSanjauli_450DI MC Kelestone1 2199.5 2204.3 11 300 2199 16 2.515 1.866 1.412 1.200 Tank is not enough, raise diameter
to 16 m
10 10 PostSanjauli_450DI MC Kelestone2/Bharari 2212.5 2219 16 1200 2212 2.702 2.005 1.517 Tank is enough
Note: In 2035 this tank is not enough at that time increase
diameter from 8m to 10m to cater demand of 0.908 MLD. However, till year 2034, present tank can serve.
38 45 MC Mashobra 2315.5 2317 31 3019 2315 3.153 2.340 1.770 Increase height by 2m
39 46 MC Craignaino 2315.5 2319 29 2642 2315 1.453 1.079 0.816 Tank is enough
40 47 Dhalli MC Dhalli_WTP1_Sump 2270.5 2273 3 10 2270 11 0.915 0.679 0.514 0.080 Note: Tank is not enough, present diameter is 3 m. Increase it to 11m.
41 48 Dhalli MC Dhalli_WTP2_Sump 2275.5 2278 3 10 2275 14 1.488 1.105 0.836 0.050 Note: Tank is not enough, present
diameter is 10 m. Increase it to 14m.
42 49 Kusumpti MC Sackrala 2050.5 2054.1 5 50 2050 13 1.665 1.236 0.935 0.200 Tank is not enough, present diameter is 5 m. Increase it to 13m.
43 51 Kusumpti MC Basant_Vihar 2031.5 2035.5 7 120 2031 14 1.933 1.434 1.085 0.500 Tank is not enough, raise diameter to 14 m
44 52 Kusumpti MC Phase_2_New_Shimla_Sector_6 1966 1972 8 200 1965.5 0.506 0.376 0.284 Tank is enough
45 53 Kusumpti MC Phase_2_New_Shimla 1894.5 1897.5 8 120 1894 0.513 0.380 0.288 Tank is enough
46 54 Kusumpti MC Vikasnagar 1969.5 1972.5 5 40 1969 13 1.642 1.219 0.922 0.200 Tank is not enough, raise diameter
to 9 m and water height to 5
47 56 Kusumpti MC IAS_Colony1 1971.5 1974 4 25 1971 0.109 0.081 0.061 Tank is enough
48 57 Kusumpti MC IAS_Colony2 1971.5 1974 4 25 1971 9 0.640 0.475 0.359 0.100 Note: Tank is not enough, present
diameter is 12 m. Increase it to 16m.
49 58 Kusumpti MC IAS_Colony3 1971.5 1973.9 6 50 1971 0.123 0.091 0.069 Tank is enough
50 59 Kusumpti MC Kusumpti 2060.5 2065 25 2000 2060 1.143 0.848 0.642 Tank is enough
51 60 Kusumpti PWD HP_PWD_Near_Kusumpti 2060.5 2065.3 8 227 2060 17 2.269 1.684 1.274 0.650 Note: Tank is not enough, present diameter is 8 m. Increase it to 17m.
52 61 PostSanjauli_Jaku MC Jakhu 2430.5 2439 10 300 2430 20 3.998 2.967 2.245 1.000 Tank is not enough, present
diameter is 10 m. Increase it to 20m.
114
SN R_id Area Owner Tank_Name Elevation
(Minimum) (m)
Elevation (Maximum)
(m)
Diameter (m)
Capacity (m3)
Elevation (m)
Modified Diamter
(m)
Demand (2050) in
model (MLD)
Demand (2035) (MLD)
Demand (2020) (MLD)
Max capacity (MLD)
Remarks
53 63 PostSanjauli_North_Oak_1 MC North_Oak_1 2266 2270 7 100 2250 11 1.080 0.802 0.607 0.500 Note: Tank is not enough, present diameter is 7 m. Increase it to 11m.
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Table 7.5: New tanks
SN R_id Area Tank_Name
Elevation
(Minimum) (m)
Elevation
(Maximum) (m)
Diameter (m)
Capacity
(m3)
Elevation (m)
Demand
(2050) in
model (MLD
)
Demand
(2035)
(MLD)
Demand
(2020)
(MLD)
1 44 Dingodevi_RM
Z1_Dhingodevi3
2305.5 2310.5 11.3 501 2305 0.504 0.374 0.283
2 62 PostSanjauli_Jaku
Z2_Jakhu2 2392.
5 2397.5 22 1901 2392 4.532 3.364 2.544
3 32 PostMainsField_150CI
Z3_Knolls_Wood
2085.5
2090.5 18 1272 2085 3.101 2.301 1.741
4 27 PostRidge_400CI Z4_New1
2132.5 2,137.5 14 393 2,132 2.013 1.494 1.130
5 41 Dhingodevi Z5_Dhingodevi4
2290.5
2295.5 15.0 884 2290 2.088 1.550 1.172
6 18 PostSanjauli_450DI
Z6_Baluganj_Harinagar
2115.5
2120.5 16 1005 2115 1.050 0.779 0.590
7 15 PostSanjauli_450DI
Z7_Tutikandi_3
2071.5 2076.5 12.0 565 2071 0.537 0.398 0.301
8 40 Dhingodevi Z8_Dhingo5 2275.
5 2280 18.0 1272 2275 3.169 2.352 1.779
9 64 Shoghi_Area Z9_Shoghi 1882.5
1887.5 12 565 1882 1.341 0.996 0.753
10 50 Kusumpti Z10_Tibti_Panthaghati
1977.5 1982.5 12 565 1977 1.172 0.870 0.658
11 55 Kusumpti Z11_Sargeen_Chowk
1947.5
1950 7 10 1947 0.478 0.355 0.268
7.6 HYDRAULIC MODEL
GIS based hydraulic model of the entire Shimla is prepared in WaterGEMS software. The ortho image of the city has been photographed by flying the Drones at 100m above the ground. On this image, the digitized maps of the road edges, buildings are created and are used as background drawings in the model. The pipelines are added using the layout tool. Initially a base scenario is created for the entire city and then child scenarios for all the areas are created. Levels: The Contours with 1m interval are generated using Drone technology. Using the shape file of the contours, levels to all the nodes are given using TREX feature of the WaterGEMS. Demand: The population density of the years 2020, 2035 and 2050 are computed as shown in Table 7.2. This table is joined with the ward layer in GIS. Using the Load Builder of WaterGEMS, the demands to each node are given. The model is now ready for making analysis and design.
7.7 SELECTION OF PIPE MATERIAL
Pipe material for the diameters of 80 mm and 100 mm is proposed as follows: • Diameter = 80, 100 or 150 mm; Material is GI Heavy Duty (As per IS 1239, Part 1) • Diameter = 200 or more; Material is MS (As per IS 3589:2001)
116
7.8 PRESSURES IN PIPES
Pressures (m) in pipes in all the zones in various areas are shown in the drawings submitted as Volume 6.
7.8.1 Thickness of MS pipes
As terrain is hilly, huge pressures are encountered. Pipe thickness shall be strong enough to withstand pressure at worst condition. Such condition shall be when the pipes are subjected to the demand of the year 2020 and the PRv are malfunctioning which has been simulated by keeping PRVs inactive (fully open). Hence, the thickness of pipes has been computed for this condition and are shown in Tables 2 to 13 in Volume 3.
7.9 STEADY STATE DESIGN
Design of the sizes of pipes in distribution system has been carried out by the steady state method on WaterGEMS software. Residual pressures of at least 20m are maintained for all the nodes which is a mandatary condition. Demand Adjustment: Demand projection of Shimla Planning Area (SPA) is shown in Table 4.7. The pipes are designed for the demand of year 2050 and a peak factor of 3. Since, demand to all the nodes is given for the year 2050, for running the model, the demand is adjusted by a factor of 3. The model is run in steady-state and the results are shown in Volume 2. Various Components of the Distribution System (a)New Pipes: Summary of the new pipes is shown in Table 7.6.
117
Table 7.6: Length of new pipes in the distribution system
Shimla Area Zone
GI Heavy Duty (As per IS 1239, Part 1) MS (As per IS 3589:2001)
Grand Total 204369 31083 50121 285573 21412 5463 6620 163 302 33961 319535
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(b)Air Valves: Double Acting Air valves are provided to expel air as well as admitit inside pipeline to break vacuum. In distribution system, generally, air valves are not required. However, during meeting with Shimla authorities on 14 Sep 2018 at Thane, it was decided to install at least one air valve just near to the outlet pipe of each tank. Details of air valves is shown in Table 7.7 and its abstract is shown in Table 7.8. Table 7.7: Details Abstract of Air valves
(c)Pressure Reducing Valves (PRV)s: PRVs are the most important part of the pressure management system. The elevation difference is huge. This means huge pressure of 28 to 32 Kg/cm2 would be developed at the lowest portion of the distribution system. It was decided to limit this pressure between 20m to 100 m water head, minimum being 20m head. And then, to further reduce pressure from 100m to 20 m, Direct Acting PRVs are suggested to bring down the pressure from 100m to 20m. Details of PRVs (other than direct acting) are shown in Table 7.9.
Abstract of PRVs is shown in Table 7.10. Table 7.10: Abstract of PRVs
Shimla Area Diameter (mm) Grand
Total 80 100 150 200 250 300 400
B_PostSanjauli_450DI 77 25 39 23 2 4 170
C_Ridge 10 11 12 5 1 39
D_PostRidge_400CI 24 14 18 3 59
E_Mains_Field 28 13 19 7 3 70
F_Dhingodevi 45 5 12 4 1 67
G_Mashobra 1 1 1 3
I_Dhalli 5 2 7
J_Kusumpti 63 22 20 3 108
K_Jakhu 9 3 15 6 4 2 3 42
L_North_Oak_1 3 2 5
M_Shoghi 2 5 5 12
Grand Total 266 103 141 51 12 6 3 582
PRVs as shown in Tables 7.9 and 7.10 are also shown in Figure 7.9 for entire Shimla.
Figure 7.9: PRVs in entire Shimla.
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The Pressure Surface
Pressure surfaces without PRV for entire Shimla area is prepared and shown in Figure 7.10 and with PRV in Figure 7.11.
From Figures 7.10 and 7.11, it is observed that if PRVs are not installed then there is huge nodal pressure of 374 m, however, when PRVs are considered the nodal pressure is maintained in the range of 20 to 98 m. Thus, PRVs play very important role in pressure management of the Shimla area.
Further Reducing Pressure to 20m Direct Acting Valves are used in high rise buildings to control pressure fluctuations between floors. The same valves are also used in Municipal water systems at service connections in a high pressure distribution zone. A typical direct acting PRV is shown in Figure 7.12.
Figure 7.10: Without PRV: Pressures in Shimla area
Figure 7.11: With PRV: Pressures in Shimla area
139
Figure 7.12: Direct acting PRV
(d) Pressure Gauges
Pressure gauges at critical points are required to measure the pressures in each of pressure zone cum DMA. It is suggested to install 5 pressure gauges per zone. So, 320(5x64) pressures gauges are required.
7.10 OTHER VALVES
7.10.1 Isolation Valves
Isolation valves are operated for the two reasons- (i) repairs during O&M and (ii) closing and opening during the ‘Step Test.’ Formation of segments are essential for both of these two reasons. Details of isolation valves are shown in Appendix-K. Abstract of the isolation valves (sluice/ Butter fly) used in the distribution system to make the segments is shown in Table 7.11. Table 7.11: Abstract of isolation valves
Shimla Area Diameter (mm)
Grand Total
80 100 150 200 250 300 400
B_PostSanjauli_450DI 84 27 70 31 2 14 228
C_Ridge 19 17 28 6 1 2 73
D_PostRidge_400CI 33 23 25 7 8 96
E_Mains_Field 62 10 71 19 2 8 172
F_Dhingodevi 60 12 35 8 3 118
G_Mashobra 1 4 4 1 1 11
H_Craignaino 2 3 5
I_Dhalli 6 6 5 1 1 19
J_Kusumpti 69 31 65 14 3 182
K_Jakhu 11 1 27 7 3 1 1 51
L_North_Oak_1 5 3 11 4 23
M_Shoghi 7 4 3 14
Grand Total 352 141 348 101 8 41 1 992
Segments formed due to isolation valves are shown in Appendix L.
140
7.10.2 Flow Controlling Valves
Flow controlling valves (FCV) are required to regulate the flow in different pressure zones. Flow of water at the entry point of each pressure zone/ DMA should be equal to the demand in the zone. Thus, FCVs enable equitable flow in the distribution system. They are shown in Table 7.12. Though these valves are shown as “Inactive” (fully open), during commissioning of the project, the pilots of the valves shall be adjusted to the flow which is equivalent to the demands in the pressure zones. FCVs should have “RTU/ condor” having capacity to transmit signals to
the SCADA system. Table 7.12: Details of FCV
SN FCV_Area Label Elevation (m) Diameter
(Valve) (mm)
1 B_PostSanjauli_450DI BFCV-1 2,107.10 200
2 B_PostSanjauli_450DI BFCV-2 2,115.50 200
3 B_PostSanjauli_450DI BFCV-3 2,165.00 300
4 B_PostSanjauli_450DI BFCV-4 2,055.00 250
5 B_PostSanjauli_450DI BFCV-5 2,130.00 300
6 B_PostSanjauli_450DI BFCV-6 2,066.50 200
7 B_PostSanjauli_450DI BFCV-7 2,062.90 300
8 B_PostSanjauli_450DI BFCV-8 2,179.00 300
9 B_PostSanjauli_450DI BFCV-9 2,181.00 150
10 B_PostSanjauli_450DI BFCV-10 2,197.80 300
11 B_PostSanjauli_450DI BFCV-11 2,212.10 300
12 B_PostSanjauli_450DI BFCV-12 2,199.20 300
13 C_Ridge CFCV-1 2,198.10 350
14 D_PostRidge_400CI DFCV-1 2,090.70 300
15 D_PostRidge_400CI DFCV-2 2,001.40 300
16 D_PostRidge_400CI DFCV-3 2,060.30 150
17 D_PostRidge_400CI DFCV-4 2,057.00 200
18 D_PostRidge_400CI DFCV-5 2,131.40 300
19 E_Mains_Field EFCV-1 2,184.00 300
20 E_Mains_Field EFCV-2 2,183.60 300
21 E_Mains_Field EFCV-3 2,093.00 250
22 E_Mains_Field EFCV-4 2,083.70 300
23 E_Mains_Field EFCV-5 1,959.30 150
24 E_Mains_Field EFCV-6 1,949.10 150
25 E_Mains_Field EFCV-7 1,904.30 150
26 E_Mains_Field EFCV-8 1,859.40 200
27 E_Mains_Field EFCV-9 1,900.30 300
28 E_Mains_Field EFCV-10 1,995.40 300
29 E_Mains_Field EFCV-11 2,018.30 200
30 E_Mains_Field EFCV-12 2,028.60 200
31 F_Dhingodevi FFCV-4 2,307.00 200
32 F_Dhingodevi FFCV-5 2,307.00 300
33 F_Dhingodevi FFCV-6 2,303.60 200
141
SN FCV_Area Label Elevation (m) Diameter
(Valve) (mm)
34 F_Dhingodevi FFCV-7 2,290.00 300
35 F_Dhingodevi FFCV-8 2,275.00 300
36 G_Mashobra GFCV-1 2,315.00 300
37 G_Mashobra GFCV-2 2,315.00 150
38 H_Craignaino HFCV-1 2,315.00 200
39 I_Dhalli IFCV-1 2,268.80 100
40 I_Dhalli IFCV-2 2,275.00 300
41 J_Kusumpti JFCV-4 1,970.00 150
42 J_Kusumpti JFCV-5 1,970.00 150
43 J_Kusumpti JFCV-6 1,970.00 150
44 J_Kusumpti JFCV-7 1,946.70 150
45 J_Kusumpti JFCV-8 1,976.50 200
46 J_Kusumpti JFCV-9 2,049.50 250
47 J_Kusumpti JFCV-10 2,030.70 250
48 J_Kusumpti JFCV-11 2,060.00 200
49 J_Kusumpti JFCV-12 2,060.00 300
50 J_Kusumpti JFCV-13 1,968.10 300
51 J_Kusumpti JFCV-14 1,892.30 150
52 J_Kusumpti JFCV-15 1,965.20 150
53 K_Jakhu KFCV-1 2,420.50 400
54 K_Jakhu KFCV-2 2,392.00 350
55 L_North_Oak_1 LFCV-3 2,250.00 200
56 M_Shoghi MFCV-2 1,875.90 200
57 B_PostSanjauli_450DI BFCV-13 2,121.20 200
58 B_PostSanjauli_450DI BFCV-14 2,112.80 200
59 B_PostSanjauli_450DI BFCV-15 2,190.40 200
60 B_PostSanjauli_450DI BFCV-16 2,105.00 200
61 B_PostSanjauli_450DI BFCV-17 1,930.70 250
62 B_PostSanjauli_450DI BFCV-18 2,091.30 200
63 B_PostSanjauli_450DI BFCV-19 1,952.80 150
64 B_PostSanjauli_450DI BFCV-20 2,081.20 100
65 B_PostSanjauli_450DI BFCV-21 1,988.40 250
66 B_PostSanjauli_450DI BFCV-22 2,041.00 200
67 B_PostSanjauli_450DI BFCV-23 2,221.30 300
68 B_PostSanjauli_450DI BFCV-24 2,157.80 150
69 C_Ridge CFCV-2 2,114.80 200
70 C_Ridge CFCV-3 2,119.30 250
71 D_PostRidge_400CI DFCV-6 2,077.00 200
72 D_PostRidge_400CI DFCV-7 1,987.40 300
73 D_PostRidge_400CI DFCV-8 2,023.80 150
74 D_PostRidge_400CI DFCV-9 2,095.60 200
75 E_Mains_Field EFCV-13 2,039.40 250
76 E_Mains_Field EFCV-14 2,172.90 300
77 E_Mains_Field EFCV-15 1,987.90 200
78 E_Mains_Field EFCV-16 1,965.50 150
79 E_Mains_Field EFCV-17 1,847.50 150
142
SN FCV_Area Label Elevation (m) Diameter
(Valve) (mm)
80 F_Dhingodevi FFCV-1 2,261.00 200
81 F_Dhingodevi FFCV-2 2,232.30 200
82 F_Dhingodevi FFCV-3 2,248.50 150
83 J_Kusumpti JFCV-1 1,931.40 150
84 J_Kusumpti JFCV-2 1,901.30 150
85 J_Kusumpti JFCV-3 1,961.00 200
86 K_Jakhu KFCV-3 2,285.30 250
87 K_Jakhu KFCV-4 2,380.10 250
88 L_North_Oak_1 LFCV-1 2,250.00 200
89 L_North_Oak_1 LFCV-2 2,250.00 200
90 M_Shoghi MFCV-1 1,799.60 150
Note: At the time of commissioning and Flow Setting (Initial) in (ML/day) shall be as per the demand of respective operational zone / DMA. Abstract of the Flow Control Valves (FCV) is shown in Table 7.13. All FCVs are shown in Figure 7.13. Table 7.13: Abstract of the FCVs
Area Diameter (mm)
100 150 200 250 300 350 400 Grand Total
B_PostSanjauli_450DI 1 3 9 3 8 24
C_Ridge 1 1 1 3
D_PostRidge_400CI 2 3 4 9
E_Mains_Field 5 4 2 6 17
F_Dhingodevi 1 4 3 8
G_Mashobra 1 1 2
H_Craignaino 1 1
I_Dhalli 1 1 2
J_Kusumpti 8 3 2 2 15
K_Jakhu 2 1 1 4
L_North_Oak_1 3 3
M_Shoghi 1 1 2
Grand Total 2 21 29 10 25 2 1 90
143
Figure 7.13: FCVs in entire Shimla.
7.10.3 Bulk Meters
Bulk meters required at the outlets of the tanks to measure the flow into the system and are shown in Table 7.14. Table 7.14: Number of bulk meters
Abstract of the bulk meters is shown in Table 7.15.
146
Table 7.15: Abstract of the bulk meters
Area
Diameter (mm) Grand Total 100 150 200 250 300 350 400
B_PostSanjauli_450DI
1 3 10 3 8 25
C_Ridge 1 1 1 3
D_PostRidge_400CI 2 3 4 9
E_Mains_Field 5 4 2 6 17
F_Dhingodevi 1 4 3 8
G_Mashobra 1 1 2
H_Craignaino 1 1
I_Dhalli 1 1 2
J_Kusumpti 8 3 2 2 15
K_Jakhu 2 1 1 4
L_North_Oak_1 3 3
M_Shoghi 1 1 2
Grand Total 2 21 30 10 25 2 1 91
All Bulk Meters are shown in Figure 7.23.
147
Figure 7.14: Bulk Meters in entire Shimla.
7.10.4 Scour Valves
Scour valves are proposed at the lowest elevations. Details of scour valves is shown in Appendix-M and Abstract of scour valves is shown in Table 7.16.
148
Table 7.16: Abstract of scour valves
Shimla Area Diameter (mm) Grand
Total 80 100 150 200
B_PostSanjauli_450DI 51 2 3 56
C_Ridge 11 1 12
D_PostRidge_400CI 30 2 1 33
E_Mains_Field 32 2 2 36
F_Dhingodevi 38 1 39
G_Mashobra 4 4
H_Craignaino 1 1
I_Dhalli 7 7
J_Kusumpti 33 33
K_Jakhu 14 1 15
L_North_Oak_1 10 10
M_Shoghi 3 3
Grand Total 234 8 6 1 249
All Scour Valves are shown in Figure 7.15.
Figure 7.15: Scour Valves in entire Shimla.
149
7.11 SCADA
The project includes establishment of bulk meters, flow control valves and pressure reducing valves and measuring instruments like pressure gauges at various components like intake, water treatment plants and pumping stations etc of the water supply system. The data received shall be processed and analyzed in real time by a Supervisory Control and Data Acquisition (SCADA). The SCADA shall also be used to help water audit and monitoring the water quality in the distribution system.
In each pressure zone cum DMA, the values of the flow meter readings as well as pressures shall be measured and transmitted at control centre. The success of the project lies with the effective pressure management within each of the pressure zone cum DMA. Hence, SCADA must be installed for the project.
**
150
CHAPTER-8
DESIGN OF TRANSMISSION MAINS
8.1 NETWORK IN SHIMLA AREA
Transmission pipe network and tanks in Shimla is shown in Figure 8.1.
Figure 8.1: Existing tanks at Sanjauli1 and Sanjauli2 areas
Water Supply Arrangement: Existing water supply to the Shimla City is shown in Table 8.1. Table 8.1: Existing water supply
Source MLD
Gumma 21
Giri 14
Jagroti 4.5
Ashwin Khad 4.5
Total 4
Water supply arrangement of Shimla city is shown in Figure 8.2.
151
Figure 8.2: Flow diagram of water supply of Shimla
0.2
0.8
2.341
8.035
14.513
45.936
1.453
3.153
Craignaino
7 ML
Mashobra
6.547 .547
12.193
Sanjauli Tank
Kusumpti Tank
B_PostSanjauli_450DI
D_PostRidge_400CI
C_Ridge
E_Mains_Field
F_Dhingodevi
G_Mashobra
H_Craignaino
I_Dhalli
J_Kusumpti
L_North_Oak_1
K_Jaku
M_Shoghi
A_Demo_Area
Gumma
Ridge Tank
Giri
Ashwin Khad
Proposed Kol Dam
Existing Source
Shimla Area
MBR
Legend
Jagroti
23.743
1.08
4.137
60.449
8.53
18.975
4.5
7.693
1.341
10.739
8
7.666
4.5
21
14
Dalli
2.403
13 17.394
16.825
1023 mm dia
820 mm dia
470 mm dia
152
There are number of outlets emanating from the Sanjauli, Ridge and Kusumpti tanks supplying water to various operational zones. The groups of such zones are clubbed together in the area. Such areas in the distribution area of Shimla are shown in Figure 6.1 and Table 6.1 of the Chapter 6 and also in Table 8.2.
8.2 PROJECTION OF DEMANDS
Demands for the year 2020, 2035 and 2050 of various operational zones of the tanks are shown in Table 8.2. Table 8.2: Projection of demand
R_id Area Area_ID Tank_Name Demand (2020) (MLD)
Demand (2035) (MLD)
Demand (2050) in
model (MLD)
1
A_Demo_Area
A North_Oak_2 0.195 0.258 0.348 2 A New_Housing_Board 0.282 0.373 0.502 3 A Bangala_Colony 0.245 0.324 0.436 4 A Corner_House 0.830 1.098 1.479
5 A Engine_Ghar 0.695 0.919 1.238
6 A Old_Housing_Board1 0.199 0.263 0.354 7 A Old_Housing_Board2 0.149 0.197 0.265 8 A Totu 3.435 4.540 6.117
Total 6.029 7.970 10.739
9
B_PostSanjauli_450DI
B Kelestone1 1.412 1.866 2.515 10 B Kelestone2/Bharari 1.517 2.005 2.702
11 B Fingask_1 0.514 0.679 0.915
12 B Fingask_2 1.241 1.641 2.210 13 B Tutikandi_1 0.388 0.512 0.690 14 B Tutikandi_2 1.747 2.309 3.111 15 B Z7_Tutikandi_3 0.301 0.398 0.537 16 B Advance_Study_Steel_Tank 1.072 1.417 1.909 17 B IIAS_Summer Hill 0.665 0.879 1.184 18 B Z6_Baluganj_Harinagar 0.590 0.779 1.050 19 B Chakkar/Sandal 1.365 1.805 2.431 20 B Kamnadevi_Temple 1.604 2.120 2.857 21 B Ridge_direct_from Sanjauli 0.916 1.211 1.632
Total 13.330 17.621 23.743
22 C_Ridge
C Ridge 2.323 3.070 4.137
Total 2.323 3.070 4.137
23
D_PostRidge
D Tara_Hall 1.517 2.005 2.702 24 D Phagali 1.449 1.915 2.580 25 D Summerhill Bazar 0.100 0.132 0.177 26 D HP_University 0.316 0.417 0.563 27 D Z4_New1 1.130 1.494 2.013
Total 4.511 5.964 8.035
28
E_Mains_Field
E Mains_Field1 1.617 2.137 2.879 29 E Mains_Field2 1.454 1.923 2.591 30 E Shivpuri 0.818 1.081 1.456 31 E Khalini_Forest_Steel_Tank 1.470 1.944 2.619 32 E Z3_Knolls_Wood 1.741 2.301 3.101 33 E SDA_Complex 0.668 0.883 1.189 34 E Knolls_Wood 0.903 1.193 1.608 35 E Taramata_Temple_Sector1 0.183 0.242 0.326 36 E New_Shimla_Sector2 0.175 0.232 0.312 37 E New_Shimla_Sector3A 0.236 0.313 0.421 38 E New_Shimla_Sector4 0.982 1.298 1.749 39 E New_Shimla_Sector3 0.407 0.538 0.724
Total 10.653 14.083 18.975
153
R_id Area Area_ID Tank_Name Demand (2020) (MLD)
Demand (2035) (MLD)
Demand (2050) in
model (MLD)
40
F_Dhingodevi
F Z8_Dhingo5 1.779 2.352 3.169 41 F Z5_Dhingodevi4 1.172 1.550 2.088 42 F Dhingodevi1 0.560 0.741 0.998 43 F Dhingodevi2 0.510 0.674 0.908 44 F Z1_Dhingodevi3 0.283 0.374 0.504
Total 4.304 5.689 7.666
45 G_Mashobra
G Mashobra 1.770 2.340 3.153
Total 1.770 2.340 3.153
46 H_Craignaino
H Craignaino 0.816 1.079 1.453
Total 0.816 1.079 1.453
47
I_Dhalli
I Dhalli_WTP1_Sump 0.514 0.679 0.915 48 I Dhalli_WTP2_Sump 0.836 1.105 1.488
Consolidated demands for the year 2020, 2035 and 2050 of various Shimla areas are shown in Table 8.3. The transmission mains of these different areas are designed for the demands of the year 2050. Table 8.3: Projection of demand
Water Balance: Water inflow to various tanks and the outflows are shown in Figure 8.2 and Table 8.4. Table 8.4: Projection of demand
Reservoir Toal Inflow Outflow Remark Demand of
Craignaino 21 1.453 Craignaino 19.547 Mashobra
Toal 21 21
Mashobra
19.547 3.153 G_Mashobra 14 15 Dalli 15.394 Dalli
Toal 33.547 33.547
Dalli
15 2.403 I_Dhalli
15.394 7.666 F_Dhingodevi
4.5 16.825
8
Toal 34.894 34.894
Sanjauli
45.936 10.739 A_Demo_Area
16.825 23.743 B_PostSanjauli_450DI
8 18.975 E_Mains_Field
7.693 J_Kusumpti- inflow from Ashwin
8.530 K_Jakhu
1.080 L_North_Oak_1
Toal 70.761 70.761
Kusumpti 7.693 12.193 J_Kusumpti 4.5
Toal 12.193 12.193
Ridge
14.513 8.035 D_PostRidge_400CI
1.000 Enroutes
1.341 Shoghi
4.137 C_Ridge
Toal 14.513 14.513
155
8.3.1 A_DEMO_AREA
Transmission mains of the Demo area are designed and submitted ealier.
8.3.2 B_POSTSANJAULI_450DI
Transmission mains of the B_PostSanjauli_450DI area are shown in Figure 8.3. All the tanks (demand nodes) get water from the Sanjauli tank by gravity. Due to very high pressures, one Break Pressure Tank (BPT) is incorporated into the transmission main.
Figure 8.3: Transmission mains of the B_PostSanjauli_450DI area
It is to be noted that though the Totu zone is included in the Demo zone, it receives water from transmission mains of this area. Thus, total demand for this transmission main is 29.86 (23.743+6.117) MLD. There is pump house for pumping water to the Kamnadevi temple tank. The demand of Kamnadevi temple tank is attached to this node of pump house. The existing pipes are shown in green colour and the new proposed pipes are shown in blue colour.
BPT: As pressures are enormous one Break Pressure Tank (BPT-9) is introduced. Table 8.5: Demand before BPT
Demand before and after BPT are shown in Tables 8.5 and 8.6 respectively. Since, the tank Totu from Demo zone is also on this transmission main, its demand is added. Thus, the demand of 19.886 is given to the node representing the inlet of the BPT. The demands of the year 2050 are also given to the respective demand nodes.
The results for the demand of the year 2050 are taken. It is observed that even for the supply hours of 24 hours, there are negative pressures in some of the nodes. Hence, this transmission main can not be used for 30 years.
When the demand of the year 2035 is given and if supply hour is 24 hours, then maximum velocity is 1.98 m/s which is less than maximum velocity of 2.1 m/s as specified by the CPHEEO manul; and the nodal pressures are more than zero. The pipe results and the junction results are shown in Table 1(a) and 1(b) of Volume 4.
Observations:
(i) These results are for the demand of the year 2035 and for 24 hours supply. This means transmission main can be used only upto year 2050 but with only 20 hours of supply.
(ii) After 15 years, i.e., in 2035 the pipeline should be replaced by a higher diameter pipeline.
LSections
LSections, ie., grapgh of distance vs. ground elevations/ pipe invert and HGL are ploteed. Various such Lsections are shown in Volume 8 (LSection drawings for Transmission Mains).
Double kinetic Air valves are shown at summit points or at 500m interval and the scour valves are shown at lowest elevations in the Lsections.
8.3.3 C_RIDGE
Existing Arrangement: Existing transmission mains of the C_Ridge area are shown in Figure 8.4. Presently, the Ridge tank gets water from the Sanjauli tank by gravity by two gravity mains both CI with diameters of 225 mm and 450 mm.
157
Figure 8.4: Existing Transmission mains from Sanjauli to Ridge tank
Proposed Arrangement: Ridge tank is proposed to get water from the Kol dam. Hence, the existing pipelines as shown in Figure 8.4 are not required. Moreover, these pipelines are unable to supply flow of the year 2050. Hence, the pipelines as shown in Figure 8.4 are to be discarded.
8.3.4 D_POSTRIDGE
The proposed pipelines are shown in Figure 8.5. All the tanks (demand nodes) of this area should get water from the Ridge tank by gravity.
Figure 8.5: Proposed Transmission mains from the Ridge tank
CI: 225 mm
CI: 450 mm
158
Total demand for this transmission main is 14.513 MLD (Table 8.4 and Table 8.7) for nodes of areas of C_Ridge, D_PostRidge_400CI, M_Shoghi and enroute spots of Shoghi are given. Table 8.7: Demand
Area Tank Demand of 2050 (MLD)
C_Ridge Ridge 4.137
D_PostRidge_400CI
Tara_Hall 2.702 Phagali 2.580
Summerhill Bazar 0.177
HP_University 0.563 Z4_New1 2.013
Enroutes 1.000 M_Shoghi Shoghi 1.3414
Total 14.514
BPTs: As the Shoghi tank is at much lower elevation and since there would be enormous pressures on the pipeline, one BPT is introduced (Figure 8.5). The pipe results for the demand of the year 2050 with 20 hours of supply and the junction results are shown in Table 2(a) and 2(b) of Volume 4.
Observations:
(i) These results are for the demand of the year 2050 and for 20 hours supply. (ii) This means transmission main can be used upto year 2050 with 20 hours of
supply.
8.3.5 E_MAINS_FIELD
Transmission mains from Sanjauli tank to tanks in the E_Mains_Field area are shown in Figure 8.6. Water from the Sanjauli tank is proposed to be pumped to the Break Pressure Tank (BPT) to be located near the tank of Corner House. All the tanks (demand nodes) of this area should get water from the BPT by gravity. Water to be Supplied to H_Kusumpti Area Total demand for the H_Kusumpti area is 12.193 (Table 8.2) MLD. Presently, 4.5 MLD water is supplied from the source of Ashwin Khad source to this area. Hence, net demand of the H_Kusumpti area is 7.693 (12.193-4.5) MLD which needs to be supplied from the water that is supplied from the Sanjauli tank.
159
Figure 8.6: Transmission mains from Sanjauli tank to E_Mains_Field area Thus, the demand of this area is (Table 8.2 and 8.3) of 27.668 (18.975+7.693) MLD. The existing pipes are shown in green colour and the new proposed pipes are shown in blue colour. BPTs Total 8 Break Pressure Tanks (BPT)s are introduced in this area. BPT wise demands are shown in Table 8.8.
160
Table 8.8: BPT wise demands
BPT Tank Demand (2050) in
MLD
BPT1 All tanks in E area 26.668
Total
BPT2
Mains_Field1 2.879 Mains_Field2 2.591 Inlets of BPT3 21.198 Total 26.668
BPT3
Inlet of BPT7 4.075 Knolls_Wood 1.608 Inlet of BPT5 3.532
Inlet of BPT4 11.983
Total 21.198
BPT4
Z3_Knolls_Wood 3.101 SDA_Complex 1.189 Kusumpti 7.693 Total 11.983
BPT5 Inlet of BPT6 3.532
Total 3.532
BPT6
New_Shimla_Sector2 0.312 New_Shimla_Sector3A 0.421 New_Shimla_Sector4 1.749 New_Shimla_Sector3 0.724 Total 3.532
BPT7 Inlet of BPT7 4.075 Total 4.075
BPT8 Shivpuri 1.456 Khalini_Forest_Steel_Tank 2.619 Total 4.075
Results for Transmission Main from BPT to E_Mains_Field area BPT wise demands are given to the nodes representing inlets of BPT. The pipe results and the junction results are shown in Table 3(a) and 3(b) of Volume 4.
Observations:
(i) These results are for the demand of the year 2050 and for 20 hours supply. (ii) This means transmission main can be used upto year 2050 with 20 hours of supply
but with maximum velocity of 2.17 m/s for 4 nodes and 2.04 m/s for 6 nodes. (iii) Maximum vrlocities are 2.17 m/s which is as per CPHEEO manual.
161
8.3.6 F_DHINGODEVI AND DALLI
Department is constructing a new tank at Dalli’s existing tanks. Transmission mains from this new tank to the tanks in F_Dhingodevi and Dalli area are shown in Figure 8.7. Water from the the new tank is proposed to be transmitted by gravity to the Dalli1, Dalli2 distribution zones and also to the sumps at existing sump at Dhingodevi and proposed sump.
Figure 8.7: Transmission mains from Sanjauli tank to E_Mains_Field area
Results for Transmission Main from BPT to E_Mains_Field area Demands as shown in Table 8.9 are given to the respective nodes representing sumps and tanks. Also demands of other tanks Dalli1 and Dalli2 and nodes of inlet to Sanjauli are given. The pipe results and the junction results are shown in Table 4(a) and 4(b) of Volume 4. Table 8.9: Operational zone wise demands at Sump Dingodevi_Rest
Sump Operational Zone
Demand (2050) in
model (MLD)
1.2*Demand (2050) in
model (MLD)
Sump Dhingodevi_Rest
Dhingodevi1 0.998 1.1976
Dhingodevi2 0.908 1.0896
Z1_Dhingodevi3 0.504 0.6048
Total 2.41 2.892
Z8_Dhingo5 3.169 3.8028
Z5_Dhingodevi4 2.088 2.5056
Total 5.257 6.3084
Grand Total 7.667 9.2004
162
Observations:
(i) These results are for the demand of the year 2050 and for 20 hours supply. (ii) This means transmission main can be used upto year 2050 with 20 hours of supply
but with maximum velocity of 2.17 m/s for 4 nodes and 2.04 m/s for 6 nodes. (iii) Maximum vrlocities are 2.17 m/s which is as per CPHEEO manual.
8.3.7 G_MASHOBRA ZND CRAIGNAINO
Transmission mains of G_Mashobra_Craignaino area are shown in Figure 8.8.
Figure 8.8: Transmission mains for G_Mashobra_Craignaino
It was told that water from the Craignaino tank is transmitted by gravity to the existing Dalli tank by the existing 450 mm CI pipe line. So also, it is conveyed by existing 150 mm DI to the Mashobra tank. Following are the observations:
(i) Elevations at Craignaino tank and tank at Mashobra are equal as found by Drone survey. One senior ex engineer also told that because of this reason water is not transmitted from Craignaino tank to the tank at Mashobra by gravity.
(ii) Water from Craignaino tank to the existing tank at Mashobra is conveyed by gravity. However, from the elevation data given by Drone survey does’nt permit this (Figure 8.9). Ground elevations are more than HGL.
163
Figure 8.9: LSection of pipeline from Craignaino tank and tank at Mashobra
is unable to suuply full demand. Hence a new 273 mm (OD, 260.4 mm ID) MS pipeline is proposed to be laid in parallel. A new pump is proposed sinvce the flow is 6 MLD for the year 2050 which is 7.2 MLD for 20 hours of supply.
Results for Transmission Main from BPT to E_Mains_Field area Demands as shown in Table 8.10 are given to the respective nodes representing sumps and tanks. Table 8.10: Demands
Node Demand (ML/day)
Inlet_Dalli_NewTank2 15
Inlet_Dalli_NewTank1 20
46Craignaino 1.453
Inlet_Mashobra 6
The pipe results and the junction results are shown in Table 5(a) and 5(b) of Volume 4.
Observations:
(i) These results are for the demand of the year 2050 and for 20 hours supply. (ii) This means transmission main can be used upto year 2050 with 20 hours of supply
but with maximum velocity of 2.17 m/s for 4 nodes and 2.04 m/s for 6 nodes. (iii) Maximum vrlocities are 2.17 m/s which is as per CPHEEO manual.
8.3.8 H_KUSUMPTI
Transmission mains from Kusumpti tank to various tanks in H_Kusumpti area are shown in Figure 8.10. Water from the Kusumpti tank is proposed to be pumped to the three tanks of Sackrala, Z10_Tibti_Panthaghati and Basant_Vihar and also to the tank of HP_PWD_Near_Kusumpti. Rest of the tanks (demand nodes) of this area should get water from the Kusumpti tank by gravity.
164
Supply to Kusumpti Tank: Total demand for the H_Kusumpti area is 12.193 (Table 8.2) MLD. Presently, 4.5 MLD water is supplied from the source of Ashwin Khad source to this area. Hence, 7.693 (12.193-4.5) MLD is proposed from the Sanjauli Tank.
Figure 8.10: Transmission mains from Sanjauli tank to E_Mains_Field area Results for Transmission Main from BPT to E_Mains_Field area Thus, the demand of this area is (Table 8.2 and 8.3) of 12.193. The existing pipes are shown in green colour and the new proposed pipes are shown in blue colour. The pipe results and the junction results are shown in Table 6(a) and 6(b) of Volume 4.
Observations:
(i) These results are for the demand of the year 2050 and for 20 hours supply. (ii) This means transmission main can be used upto year 2050 with 20 hours of
supply.
8.3.9 I_JAKHU
Present Jakhu tank is at higher level. It is proposed to pump water from the Sanjauli tank to the existing tank and the proposed tank. Pumping mains from the Sanjauli tank to the two tanks in
165
I_Jakhu area are shown in Figure 8.11. Total demand for the H_Kusumpti area is 8.53 (Table 8.2) MLD.
Figure 8.11: Transmission mains from Sanjauli tank to I_Jakhu area There are all new pipes which are shown in blue colour. The pipe results and the junction results are shown in Table 7(a) and 7(b) of Volume 4.
Observations:
(i) These results are for the demand of the year 2050 and for 20 hours supply. (ii) This means proposed pumping mains can be used upto year 2050 with 20 hours of
supply.
8.3.10 J_NORTH_OAK_1
Pumping main from Sanjauli tank to the North Oak tank in J_North_Oak_1 area is shown in Figure 8.12. Total demand for the J_North_Oak_1 area is 1.0803 (Table 8.2) MLD.
The pipe results and the junction results are shown in Table 8(a) and 8(b) of Volume 4.
Observations:
(i) These results are for the demand of the year 2050 and for 20 hours supply. (ii) This means proposed pumping mains can be used upto year 2050 with 20 hours of
supply.
166
Figure 8.12: Pumping main from Sanjauli tank to the North Oak tank
8.3.11 PIPE MATERIAL
Pipe material for the diameters of 80 mm and 100 mm is proposed as follows: • Diameter = 80, 100 or 150 mm; Material is GI Heavy Duty (As per IS 1239, Part 1)
• Diameter = 200 or more; Material is MS (As per IS 3589:2001)
8.4 NEW PIPES AND VALVES
(b) New Pipes
Length (m) of the new MS pipes is shown in Table 8.11.
167
Table 8.11: New MS pipes
Shimla Area
GI Heavy Duty (As per IS 1239, Part 1) MS (As per IS 3589:2001)
Grand Total 1602 10600 12203 5220 1589 5394 3293 506 1161 3068 83 20312 32515
168
(b)Isolation Valves: Isolation valves (sluice/ Butter fly) are required in the feeder mains to isolate the valves. The isolation valves are shown in Table 8.12. Table 8.12: Number of isolation valves
Diameter
(mm)
B_PostSanjauli_450DI
C_Ridge
D_PostRidge
E_MainsField
F_Dhigodevi_
Dalli
G_Mashobra_Craigna
ino
H_Kusumpti
I_Jakhu
J_PostSanjauli_North_Oak_1
Grand Total
80 1 1 2
100 2 3 1 1 7
150 7 4 6 3 8 28
200 4 2 2 8 1 2 2 21
250 2 1 1 4
300 2 1 9 3 2 17
400 1 2 3 6
450 3 2 2 3 10
500 4 1 1 6
600 3 3
800
1000
Grand Total
18 4 10 35 13 8 12 3 1 104
(c) Flow Controlling Valves Flow controlling valves (FCV) are required to regulate the flow in the tanks. Besides this the FCVs shall act as water level controller. When the water level touches the FSL in a tank, the FCV should close and when the water level goes down to minimum supply level, FCV should open. FCVs should have “RTU/ Condor” having capacity to transmit signals to the SCADA system. Details of FCVs required are shown in Table 8.13. Table 8.13: Details of FCV
Area
Diameter (mm) Grand Total 80 100 150 200 250 300 400 450 500 600
B_PostSanjauli_450DI 7 4 1 1 2 15
D_PostRidge 1 2 3 2 1 9
E_MainsField 3 6 5 4 1 2 1 22
F_Dhigodevi_Dalli 4 1 1 2 8
G_Mashobra_Craignaino 1 1 2 4
H_Kusumpti 1 1 8 1 11
I_Jakhu 2 2
J_PostSanjauli_North_Oak_1 1 1
Grand Total 2 7 29 14 2 8 3 4 2 1 72
169
Though all the FCVs are shown fully open, they shall be set to actual required flow as per the flow values given in Table 8.2. (d) Pressure Reducing Valves (PRV)s Pressure Reducing Valves (PRV)s are required to control/ reduce excessive nodal pressures. PRVs should have “RTU/ Condor” having capacity to transmit signals to the SCADA system. Details of PRVs required are shown in Table 8.14. Table 8.14: Details of PRVs
Area Diameter (mm)
Grand Total 80 100 150 200 250 260 300 400 450 500 600
B_PostSanjauli_450DI 2 6 3 1 2 2 16
D_PostRidge 1 2 3 2 3 11
E_MainsField 4 5 5 6 1 2 1 24
F_Dhigodevi_Dalli 2 2 1 1 2 8
G_Mashobra_Craignaino 1 1 2 4
H_Kusumpti 1 1 10 4 16
I_Jakhu 2 2
Grand Total 2 12 26 16 1 1 13 3 4 2 1 81
(e) Bulk Meters Bulk meters required just before the tanks to measure the flow into the tank and are shown in Table 8.15. Table 8.15: Number of bulk meters
Area Diameter (mm)
Grand Total 80 100 150 200 250 300 400 450 500
B_PostSanjauli_450DI 5 5 3 2 1 16
D_PostRidge 1 2 4 2 1 1 11
E_MainsField 2 4 10 11 4 3 34
F_Dhigodevi_Dalli 2 1 2 2 1 8
G_Mashobra_Craignaino 1 1 4 2 8
H_Kusumpti 1 1 8 4 2 16
I_Jakhu 2 1 3
J_PostSanjauli_North_Oak_1 2 2
Grand Total 2 7 23 22 8 17 9 6 4 98
(f) Scour Valves
Scour valves are proposed at the lowest elevations. Abstract of scour valves is shown in Table 8.16.
170
Table 8.16: Abstract Scour valves
Area Diameter (mm)
Grand Total 80 100 150 200 250 300 400 450 500
B_PostSanjauli_450DI 3 4 2 2 7 18
D_PostRidge 1 3 10 1 3 18
E_MainsField 1 9 4 1 8 1 1 3 28
F_Dhigodevi_Dalli 1 2 3
G_Mashobra_Craignaino 2 2 2 6
H_Kusumpti 3 5 1 9
Grand Total 2 4 27 14 4 15 1 12 3 82
(g) Air Valves
Air valves are proposed at about 400m interval as the fall in elevation is continuous. Abstract of scour valves is shown in Table 8.17.
Table 8.17: Abstract Scour valves
Area Diameter (Air Inflow and outflow Orifice) (mm) Grand Total
Row Labels 25 50 80 100 150
B_PostSanjauli_450DI 4 12 8 1 25
D_PostRidge 17 6 23
E_MainsField 8 16 3 27
F_Dhigodevi_Dalli 1 1 8 10
G_Mashobra_Craignaino 5 5 2 12
H_Kusumpti 6 11 17
I_Jakhu 3 3
Grand Total 41 51 10 14 1 117
BPT: There are huge pressures in transmission mains. For breaking them Break Pressure Tanks (BPT) are incorporated, which are shown in Table 8.18.
Tanks: For giving tapping to the habitations which are enroute to Shogi and to the sump at Digodevi sump, following tanks are desined which are shown in Table 8.19. Table 8.19: Details of Tanks
J_Area Elevatio
n (m)
Demand (ML/day
)
Volume for 30
minute storage
(m3)
Depth
Area
(m2)
Diameter (m)
D_PostRidge EnRoute1 1,870.60 0.8 16.6666
7 4 4.2 3
D_PostRidge EnRoute2 1,755.00 0.2 4.16666
7 4 1.0 2
F_Dhigodevi_Dalli Inlet of Sump_Dingodevi_Rest 2,237.60 9.2 191.666
7 4 47.9 8
B_PostSanjauli_450DI
Inlet of PH_Kamnadevi Temple
2,078.30 3.428 71.4166
7 4 17.9 5
***
172
CHAPTER-9
DESIGN OF PUMPING MAIN
As per discussions with Authority, it was informed that following pumping mains are already designed and hence these pumping mains are not considered for design in this work. (a)Head work at Kol dam to Ridge and Sanjauli tanks (b)Gumma to Craignaino (c)Giri source to Mashobra (d)Ashwin-khad to Kusumti tank Rest of the various Pumping Mains are shown in Table 9.1. Table 9.1: Various Pumping Mains
SN Shimla Area Pumping Main
1 B_POST SANJAULI_450DI pump house (PH_Kamnadevi) to the KamnadeviTemple
2 E_MainsField Sanjauli tank to the BPT1
3 F_Dhigodevi_Dalli Sump_Digodevi_Rest to various tanks in this area
4 H_Kusumpti Kusumpti tank to HP_PWD_Near_Kusumpti
5 I_Jakhu Sanjauli tank to Jakhu tanks 6 J_PostSanjauli_North_Oak_1 Sanjauli tank to North_Oak_1 7 K_Kol_Dam Head work to Ridge and Sanjauli tanks
9.1 PUMPING MAINS IN POSTSANJAULI_450DI
Existing pumpin main from pump house (PH_Kamnadevi) to the KamnadeviTemple in this area is shown in Figure 9.1.
173
Figure 9.1: Pumping main from pump house to Kamanadevi Temple tank
9.1.1 Design of Rising Main
The demands the tank is shown in Table 9.2.
Table 9.2: Demands (MLD) of the Kamanadevi Temple tank
Tank Demand (2020) (MLD)
Demand (2035) (MLD)
1.2*Demand of 2035 (MLD)
Demand (2050)
in model (MLD)
1.2*Demand of 2050 (MLD)
Kamnadevi_Temple 1.604 2.120 2.544 2.857 3.428
Model Results Presently, 150 mm diameter GI pipe is used. However, this pipeline is unable to pump demand of the year 2050. Hence, new 100 mm GI pipe is introduced as parallel pipe. The model is run for the flow and head of the year 2050 with 20hours of supply (Table 9.2) and the results of the model are taken which are shown in Tables 9.3 and 9.4.
174
Table 9.3: Pipe result
Label Start Node Stop Node Materi
al
Hazen-Williams C
Length
(Scaled) (m)
Diameter
(mm)
Flow (ML/da
y)
Velocity
(m/s)
P_EN
P_Max (m)
BRMP-1 BRMJ-1 BRMAV-2 GI 100 420.7 100 0.878 1.29 N 119.5
BRMP-2 BRMAV-2 BRMJ-2 GI 100 195.2 100 0.878 1.29 N 38.38
BRMP-3 BRMPRV-1 BRMFCV-1 MS 120 0.2 200 3.428 1.26 N 5
BRMP-4 BRMFCV-1 20Kamnadevi_Te
mple MS 120 0.2 200 3.428 1.26 N 3.25
BRMP-5 BRMJ-2 BRMBM-2 MS 120 0.3 200 3.428 1.26 N 12.31
BRMP-6 BRMBM-2 BRMPRV-1 MS 120 0.1 200 3.428 1.26 N 10.05
BRMP-7 PH_Kamnadevi_Te
mple BRMBM-1 GI 100 1 250 3.428 0.81 E 0
BRMP-8 BRMBM-1 PMP_Kamnadevi GI 100 2.6 250 3.428 0.81 E
-0.25 (on
suction
side)
BRMP-9 PMP_Kamnadevi BRMJ-1 GI 100 0.3 250 3.428 0.81 E 119.5
8
BRMP-10 BRMAV-1 BRMJ-2 GI 100 196.5 150 2.55 1.67 E 38.5
BRMP-11 BRMJ-1 BRMAV-1 GI 100 420.3 150 2.55 1.67 E 119.5
It can be seen that the velocity is less than 2.1 m/s and the nodal pressures are adequate.
9.1.2 Design of Pumps
The pumps are designed for next 15 year’s demand. Duty points of the pump is shown in Table 9.5. With this data the reults are found OK. Table 9.5: Pump details
Tank Name 2035 2050
Flow (MLD)
Head (m)
Flow (MLD)
Head (m)
PMP_Kamnadevi 2.544 105 3.428 112
LSection
LSection is shown in Figure 9.2.
175
Figure 9.2: LSection from pump house to Kamanadevi Temple tank
Bulk Meter: Details of a Bulk meters required is shown in Table 9.6. Table 9.6: Bulk Meter details
Label Elevation (m) BM_Dia Pressure (m
H2O)
BBM-1 2,165 200 14.85
BBM-2 2,070 250 -0.36 (suction
side)
PRV: Details of a PRV required is shown in Table 9.7. Table 9.7: PRV details
Label Elevatio
n (m)
Diameter (Valve)
(mm)
Status (Initial
)
Pressure
Setting (Initial)
(m H2O)
Flow (ML/day
)
Pressure (From) (m H2O)
Pressure (To)
(m H2O)
Headloss (m)
BPRV-15 2,165 200 Active 5 2.543 14.85 5 9.86
FCV: Details of a FCV required is shown in Table 9.8. Table 9.8: FCV details
Label Elevation (m) Diameter
(Valve) (mm)
BFCV-15 2,165 200
Air Valve: Details of a Air Valves required is shown in Table 9.9.
176
Table 9.9: Air valve details
Label Elevation
(m) Air Valve Type
Diameter (Air Inflow
Orifice) (mm)
Diameter (Air Outflow
Orifice) (mm)
Pressure Head (m)
BAV-22 2,145 Double Acting 25 25 38.46
BAV-23 2,135 Double Acting 25 25 48.25
Isolation Valves: Details of a Isolation Valves required is shown in Table 9.10. Table 9.10: FCV details
Label Diameter
(Valve) (mm) Elevation (m)
BRMISO-1 200 2,165.00
BRMISO-2 250 2,076.50
Scour Valves: As length is less, scour valves are not proposed.
9.2 PUMPING MAINS IN E_MAINSFIELD
Proposed pumping main from the Sanjauli tank to the BPT1 in this area is shown in Figure 9.3.
Figure 9.3: Pumping main from Sanjauli to BPT1
177
9.2.1 Design of Rising Main
The demands of all the tanks in this area is shown in Table 9.11.
Table 9.11: Demands (MLD) of the tanks in the area
Tank Demand (2020) (MLD)
Demand (2035) (MLD)
1.2*Demand of 2035
Demand (2050) in
model (MLD)
1.2*Demand of 2050
E_Mains_Field 10.653 14.083 16.899 18.975 22.770
Model Results The model is run for the flow and head of the year 2050 with 20hours of supply (Table 9.11) and the results of the model are taken which are shown in Tables 9.12 and 9.13.
Table 9.12: Pipe result
Label Start Node Stop Node Material Hazen-
Williams C
Length (Scaled)
(m)
Diameter (mm)
Flow (ML/day)
Velocity (m/s)
P_EN P_Max
(m)
ERMP-1 EPRV-18 EFCV-16 MS 120 0.7 585 33.204 1.43 N 5
ERMP-2 EFCV-16 BPT MS 120 1 585 33.204 1.43 N 4.82
ERMP-3 PMP-
E_MainsField EBM-4 MS 120 5.4 585 33.204 1.43 N -0.7
ERMP-4 EBM-4 Sanjauli MS 120 1.1 585 33.204 1.43 N 0
ERMP-5 ERMJ-2 ESV-2 MS 120 104.3 396.4 17.179 1.61 N 68.44
ERMP-6 ERMJ-1 EBM-5 MS 120 8.2 585 33.204 1.43 N 52.13
ERMP-7 EBM-5 EPRV-18 MS 120 0.4 585 33.204 1.43 N 50.09
ERMP-8 ESV-2 EAV-2 MS 120 136.9 396.4 17.179 1.61 N 68.44
ERMP-9 EAV-2 ERMJ-1 MS 120 223.5 396.4 17.179 1.61 N 63.25
ERMP-10 ERMJ-2 PMP-
E_MainsField CI 80 4.4 600 33.204 1.36 E 64.11
ERMP-11 EAV-1 ESV-1 CI 80 136.6 450 16.025 1.17 E 68.37
ERMP-12 ESV-1 ERMJ-2 CI 80 103.6 450 16.025 1.17 E 68.37
ERMP-13 ERMJ-1 EAV-1 CI 80 222.6 450 16.025 1.17 E 62.44
Table 9.13: Junction result
Label Elevation (m) Hydraulic Grade (m)
Demand (ML/day)
Pressure (m H2O)
BPT 2,261.30 2,265.90 33.204 4.58
ERMJ-1 2,258.80 2,311.00 0 52.13
ERMJ-2 2,250.00 2,314.20 0 64.09
It can be seen that the velocity is less than 2.1 m/s and the nodal pressures are adequate. DESIGN OF PUMPS The pumps are designed for next 15 year’s demand. Duty points of the pump is shown in Table 9.14. With this data the reults are found OK.
178
Table 9.14: Pump details
Tank Name 2035 2050
Flow (MLD)
Head (m)
Flow (MLD)
Head (m)
BPT1 16.899 40 22.770 50
LSection
LSection is shown in Figure 9.4.
Figure 9.4: LSection from Sanjauli to BPT1
Bulk Meter: Details of a Bulk meters required is shown in Table 9.15. Table 9.15: Bulk Meter details
Label Elevation (m) BM_Dia Pressure (m H2O)
EBM-16 2,269 600 16.69
EBM-31 2,245 600 1
PRV: Details of a PRV required is shown in Table 9.16. Table 9.16: PRV details
Label Elevation
(m)
Diameter (Valve) (mm)
Status (Initial)
Pressure Setting (Initial)
(m H2O)
Flow (ML/day)
Pressure (From)
(m H2O)
Pressure (To) (m H2O)
Headloss (m)
EPRV-18
2,269 600 Active 15 27.67 16.69 15.01 1.69
FCV: Details of a FCV required is shown in Table 9.17. Table 9.17: FCV details
Label Elevation
(m)
Diameter (Valve) (mm)
Pressure (From)
(m H2O)
Pressure (To) (m H2O)
EFCV-16
2,260 600 23.99 23.99
179
Air Valve: Details of a Air Valves required is shown in Table 9.18. Table 9.18: Air valve details
Label Elevation (m) Air Valve Type Diameter (Air
Inflow Orifice) (mm)
Diameter (Air Outflow
Orifice) (mm)
Pressure Head (m)
EAV-1 2,250 Double Acting 50 50 36.84
EAV-2 2,250 Double Acting 50 50 36.84
Isolation Valves: Details of a Isolation Valves required is shown in Table 9.19. Table 9.19: ISO details
Label Diameter (Valve)
(mm) Elevation (m)
EISO-16 600 2,260
EISO-31 600 2,245
Scour Valves: As length is less, scour valves are not proposed.
9.3 PUMPING MAINS IN F_DHIGODEVI_DALLI
Proposed pumping mains from the sump called as Sump_Digodevi_Rest to various tanks in this area are shown in Figure 9.5.
Figure 9.5: Pumping main from Sanjauli to BPT1
9.3.1 Design of Rising Main
The demands of all the tanks in this area is shown in Table 9.20.
180
Table 9.20: Demands (MLD) of the tanks in the area
Tank Demand (2020) (MLD)
Demand (2035) (MLD)
1.2*Demand of 2035
Demand (2050) in
model (MLD)
1.2*Demand of 2050
Z8_Dhingo5 1.779 2.352 2.822 3.169 3.802
Z5_Dhingodevi4 1.172 1.550 1.860 2.088 2.506
Dhingodevi1 0.560 0.741 0.889 0.998 1.197
Dhingodevi2 0.510 0.674 0.809 0.908 1.089
Z1_Dhingodevi3 0.283 0.374 0.448 0.504 0.604
Total 4.304 5.689 6.827 7.666 9.199
There are two pumping mains- (1) on temple side and (2) on down side as shown in Figure 9.5 and Table 9.21. Table 9.21: Demands (MLD) of the tanks in the area
Side Tank Demand (2020) (MLD)
Demand (2035) (MLD)
1.2*Demand of 2035
Demand (2050) in
model (MLD)
1.2*Demand of 2050
Down
Z8_Dhingo5 1.779 2.352 2.822 3.169 3.802
Z5_Dhingodevi4 1.172 1.550 1.860 2.088 2.506
Total 2.951 3.901 4.682 5.257 6.308
Temple
Dhingodevi1 0.560 0.741 0.889 0.998 1.197
Dhingodevi2 0.510 0.674 0.809 0.908 1.089
Z1_Dhingodevi3 0.283 0.374 0.448 0.504 0.604
Total 1.353 1.788 2.146 2.409 2.891
Economic Diameter on Temple Side As there is one pipe upto a common point and then joins 3 tanks. The economic size is computed upto this common point considering total flow as shown in Table N1 in Appendix N. It is found that the optimum size is 260.3 mm of MS pipe with thickness of 6.4 mm. Economic Diameter on Down Side As there is one pipe upto a common point and then joins 2 tanks. The economic size is computed upto this common point considering total flow as shown in Table N1 in Appendix N. It is found that the optimum size is 341.5 mm of MS pipe with thickness of 7.1 mm. Model Results The model is run for the flow and head of the year 2050 with 20 hours of supply (Table 9.21) and the results of the model are taken which are shown in Tables 9.22 and 9.23.
181
Table 9.22: Pipe result
Label Start Node Stop Node Material
Hazen-Williams C
Length (Scaled) (m)
Diameter (mm)
Flow (ML/day)
Velocity (m/s)
P_EN
P_Max (m)
FP-1 FPRV-4 FFCV-4 GI 100 0.8 150 0.605 0.4 N 5.17
FP-2 FFCV-4 44Z1_Dhingo
devi3 GI 100 3.6 150 0.605 0.4 N 5.92
FP-3 40Z8_Dhingo
5 FFCV-8 MS 120 10.1 341.5 3.803 0.48 N 5
FP-4 FFCV-8 FPRV-8 MS 120 2.2 341.5 3.803 0.48 N 5
FP-5 FJ-4 PMP-
DhingodeviRest
MS 120 142.4 341.5 5.891 0.74 N 78.5
FP-6 PMP-
DhingodeviRest
FAV-2 MS 120 2 341.5 5.891 0.74 N 0.46
FP-9 41Z5_Dhingo
devi4 FFCV-7 MS 120 13.4 309.7 2.088 0.32 N 5
FP-10 FFCV-7 FPRV-7 MS 120 1.4 312.7 2.088 0.31 N 5
FP-13 FAV-1 PMP_Dingode
viPH MS 120 1.2 341.5 2.892 0.37 N -0.26
FP-14 PMP_Dingode
viPH FJ-2 MS 120 295.8 260.3 2.892 0.63 N 94.43
FP-16 FAV-2 Sump_Dingod
evi_Rest MS 120 5.9 341.5 5.891 0.74 N 0.34
FP-17 Sump_Dingod
evi_Rest FAV-1 MS 120 4.5 341.5 2.892 0.37 N 0
FP-18 FJ-1 FPRV-4 GI 100 11.3 150 0.605 0.4 N 25
FP-19 FJ-2 FPRV-2 MS 120 7.1 150 1.198 0.78 N 22.97
FP-20 FJ-1 FPRV-3 MS 120 5 250 1.09 0.26 N 24.04
FP-21 FPRV-8 FJ-4 MS 120 625.8 341.5 3.803 0.48 N 76.78
FP-23 FPRV-7 FJ-4 MS 120 89.1 312.7 2.088 0.31 N 76.78
FP-31 FPRV-2 FFCV-2 MS 120 0.7 150 1.198 0.78 E 5.11
It can be seen that the velocity is less than 2.1 m/s and the nodal pressures are adequate. DESIGN OF PUMPS The pumps are designed for next 15 year’s demand. Duty points of the pump is shown in Table 9.24. With this data the reults are found OK.
182
Table 9.24: Pump details
Side 2035 2050
Flow (MLD)
Head (m)
Flow (MLD)
Head (m)
Temple 2.146 90 2.891 95 Down 3.901 70 6.308 75
LSection
LSection on Temple side is shown in Figure 9.6.
Figure 9.6: LSection from sump to Dingodevi1
LSection on temple Down side is shown in Figure 9.7.
Figure 9.7: LSection from Sanjauli to BPT1
Bulk Meter: Details of a Bulk meters required is shown in Table 9.25.
Economic Diameter on HP_PWD Side The economic size is computed as shown in Table N3 in Appendix N. It is found that the optimum size is 206.3 mm of MS pipe with thickness of 6.4 mm.
185
Model Results The model is run for the flow and head of the year 2050 with 20 hours of supply (Table 9.19) and the results of the model are taken which are shown in Tables 9.31 and 9.32.
Table 9.31: Pipe result
Label Start Node Stop Node Material
Hazen-Williams
C
Length (Scaled)
(m)
Diameter (mm)
Flow (Absolute) (ML/day)
Velocity (m/s)
P_EN
P_Max (m)
HP-6 Kusumpti
Tank
PMP-HP_PWD_Near_
Kusumpti MS 100 0.3 210.1 2.723 0.91 N 0
HP-7 PMP-
HP_PWD_Near_Kusumpti
HBM-1 MS 100 25.4 210.1 2.723 0.91 N 22.99
HP-8 HBM-1 HPRV-11 MS 100 0.8 210.1 2.723 0.91 N 22.81
It can be seen that the velocity is less than 2.1 m/s and the nodal pressures are adequate. DESIGN OF PUMPS The pumps are designed for next 15 year’s demand. Duty points of the pump is shown in Table 9.33. With this data the reults are found OK. Table 9.33: Pump details
Pump
2035 2050
Flow (MLD) Head (m) Flow
(MLD) Head (m)
HP_PWD 2.146 90 2.891 10
Bulk Meter: Details of a Bulk meters required is shown in Table 9.34. Table 9.34: Bulk Meter details
Label Elevation (m) BM_Dia
HBM-1 2,060.00 200
HBM-2 2,060.00 200
PRV: Details of a PRV required is shown in Table 9.35.
186
Table 9.35: PRV details
Label Elevation
(m)
Diameter (Valve) (mm)
Status (Initial)
Pressure Setting
(Initial) (m H2O)
Flow (ML/day)
Pressure (From) (m
H2O)
Pressure (To) (m H2O)
Headloss (m)
HPRV-11 2,060.00 200 Active 5 2.723 22.81 5 17.84
FCV: Details of a FCV required is shown in Table 9.36. Table 9.36: FCV details
Economic Diameter on HP_PWD Side The economic size is computed as shown in Table N3 in Appendix N. It is found that the optimum size is 206.3 mm of MS pipe with thickness of 6.4 mm. Model Results The model is run for the flow and head of the year 2050 with 20 hours of supply (Table 9.28) and the results of the model are taken which are shown in Tables 9.39 and 9.40.
Table 9.39: Pipe result
P_Area Label Start Node Stop Node Material Hazen-
Williams C
Length (Scaled)
(m)
Diameter (mm)
Flow (Absolute) (ML/day)
Velocity (m/s)
P_EN P_Max
(m)
I_Jakhu IP-3 IPRV-1 IFCV-1 MS 120 1.6 263 5.438 1.16 N 10.12
I_Jakhu IP-4 IFCV-1 62Z2_Jakhu2 MS 120 4.4 263 5.438 1.16 N 10.12
I_Jakhu IP-12 IJ-1 IBM-3 MS 120 64.9 263 5.438 1.16 N 104.89
I_Jakhu IP-13 IBM-3 IPRV-1 MS 120 1.4 263 5.438 1.16 N 105.9
I_Jakhu IP-1 IPRV-2 IFCV-2 MS 120 0.6 309.7 4.798 0.74 N 10.96
I_Jakhu IP-2 IFCV-2 61Jakhu MS 120 0.4 309.7 4.798 0.74 N 10.96
I_Jakhu IP-8 IJ-1 IBM-2 MS 120 8 309.7 4.798 0.74 N 66.68
I_Jakhu IP-9 IBM-2 IPRV-2 MS 120 0.5 309.7 4.798 0.74 N 67.26
I_Jakhu IP-5 Surge
Arrester PMP-Jakhu MS 120 2.4 419 10.236 0.86 N 250.55
I_Jakhu IP-10 IAV-1 Surge
Arrester MS 120 409.2 419 10.236 0.86 N 250.54
I_Jakhu IP-11 IJ-1 IAV-3 MS 120 264 419 10.236 0.86 N 59.27
I_Jakhu IP-14 IAV-3 IAV-2 MS 120 197.8 419 10.236 0.86 N 149.48
I_Jakhu IP-15 IAV-2 IAV-1 MS 120 222.5 419 10.236 0.86 N 214.79
I_Jakhu IP-6 PMP-Jakhu
IBM-1 MS 120 4.6 419 10.236 0.86 N -1.13
I_Jakhu IP-7 IBM-1 Sanjauli MS 120 1.8 419 10.236 0.86 N 0
It can be seen that the velocity is less than 2.1 m/s and the nodal pressures are adequate. DESIGN OF PUMPS The pumps are designed for next 15 year’s demand. Duty points of the pump is shown in Table 9.41. With this data the reults are found OK. Table 9.41: Pump details
Pump
2035 2050
Flow (MLD) Head (m) Flow
(MLD) Head (m)
PMP_Jakhu 7.597 245 10.236 255
188
Bulk Meter: Details of a Bulk meters required is shown in Table 9.42. Table 9.42: Bulk Meter details
Label Elevation
(m) BM_Dia
IBM-1 2,247.10 450
IBM-2 2,432.00 250
IBM-3 2,393.40 250
PRV: Details of a PRV required is shown in Table 9.43. Table 9.43: PRV details
Label Elevation
(m) Diameter (Valve)
(mm) Status (Initial)
Pressure Setting (Initial)
(m H2O)
Flow (ML/day)
Pressure (From)
(m H2O)
Pressure (To) (m H2O)
Headloss (m)
IPRV-1 2,392.30 200 Active 10 5.438 105.9 10 96.09
IPRV-2 2,431.40 200 Active 10 4.798 67.26 10 57.37
FCV: Details of a FCV required is shown in Table 9.44. Table 9.44: FCV details
Label Elevation (m) Diameter (Valve) (mm)
IFCV-1 2,392.20 200
IFCV-2 2,430.50 200
Isolation Valves: Details of a Isolation Valves required is shown in Table 9.45. Table 9.45: ISO details
Label Diameter (Valve) (mm)
IISO-1 200
IISO-2 200
IISO-3 500
Scour Valves: Scour valve details are shown in Table 9.46. Table 9.46: Scour valve details
Label Elevation
(m) SV_Dia
ISV-1 2,245 400
189
9.6 PUMPING MAINS IN J_POSTSANJAULI_NORTH_OAK_1
Proposed pumping main from the Sanjauli tank to Jakhu tanks in this area is shown in Figure 9.8.
Figure 9.10: Pumping main from Sanjauli tank to Jakhu tanks
9.6.1 Design of Rising Main
The demand of tank in this area is shown in Table 9.47.
Model Results The model is run for the flow and head of the year 2050 with 20 hours of supply (Table 9.29) and the results of the model are taken which are shown in Tables 9.48 and 9.49.
190
Table 9.48: Pipe result
Label Start Node Stop Node Materia
l
Hazen-William
s C
Length (Scaled
) (m)
Diameter (mm)
Flow (Absolute
) (ML/day)
Velocity (m/s)
P_EN P_Max
(m)
JP-1 PMP-
North_Oak_1 JBM-2 MS 120 98.6 100 1.296 1.91 E 30.67
JP-3 JBM-2 JFCV-1 MS 120 1.8 100 1.296 1.91 E 26.06
JP-4 JFCV-1 63_North_Oak_
1 MS 120 1.5 100 1.296 1.91 E 25.98
JP-5 Sanjauli JBM-1 MS 120 2.3 100 1.296 1.91 N 0
JP-6 JBM-1 PMP-
North_Oak_1 MS 120 3.5 100 1.296 1.91 N
-1.7 (suction side)
Table 9.49: Junction result
Label Elevation
(m) Hydraulic Grade
(m) Demand (ML/day)
Pressure (m H2O)
63_North_Oak_1 2,270.00 2,276.00 1.296 5.94
It can be seen that the velocity is less than 2.1 m/s and the nodal pressures are adequate. DESIGN OF PUMPS The pumps are designed for next 15 year’s demand. Duty points of the pump is shown in Table 9.50. With this data the reults are found OK. Table 9.50: Pump details
Pump
2035 2050
Flow (MLD) Head (m) Flow
(MLD) Head (m)
North_Oak_1 0.962 30 1.296 35
Bulk Meter: Details of a Bulk meters required is shown in Table 9.51. Table 9.51: Bulk Meter details
Diameter (mm) J_PostSanjauli_North_Oak_1
100 2
Grand Total 2
PRV: No PRV is proposed. FCV: Details of a FCV required is shown in Table 9.52.
191
Table 9.52: FCV details Diameter
(mm) No.
100 1
Grand Total
1
Isolation Valves: Details of Isolation Valves required is shown in Table 9.53. Table 9.53: ISO details
Diameter (mm)
No.
100 1
Grand Total 1
Scour Valves: As length is less, scour valves are not proposed. Summary of Pumps
Table D2: Mains_Field2 Note: In 2035 this tank is not enough at that time increase diameter to 18m to cater demand of 2.59 MLD. However, till year 2034, present tank can serve.
Tank at Mains_Field2
Maximum surplus (m3) 449.9
3 Minimum surplus (m3) 9.9
16 1st Guess Capacity (m3) 459.9
24 As per CPHEEO Capacity (m3) 576
0.000 Final computed Capacity (m3) 924
2185.000 Max. serving Demand (mld) 1.9202186.000 Max. Population serving 12152
Table D4: Khalini_Forest_Steel_Tank Note: Existing diameter is 6m. Increase it to 16 m. Also increase height by 2m so that Elevation(max) becomes 1999.5m.
Tank at Khalini_Forest_Steel_Tank
Maximum surplus (m3) 604.8
3 Minimum surplus (m3) 4.6
16 1st Guess Capacity (m3) 609.5
24 As per CPHEEO Capacity (m3) 785.72802
0.000 Final computed Capacity (m3) 804
1995.500 Max. serving Demand (mld) 2.6191996.500 Max. Population serving 16577
Table D10: New_Shimla_Sector3A Note: In 2035 this tank is not enough at that time increase diameter to from 6m to 9m to cater demand of 0.421 MLD. However, till year 2034, present tank can serve.
Tank at New_Shimla_Sector3A
Maximum surplus (m3) 128.6
3 Minimum surplus (m3) 32.0
16 1st Guess Capacity (m3) 160.6
24 As per CPHEEO Capacity (m3) 126.36519
0.000 Final computed Capacity (m3) 254
1904.500 Max. serving Demand (mld) 0.4211905.500 Max. Population serving 2666
Table E3: Dhingodevi1 Note: In 2035 this tank is not enough at that time increase diameter from 10m to 18m to cater demand of 0.008 MLD. However, till year 2034, present tank can serve.
Tank at Dhingodevi1
Maximum surplus (m3) 232.4
3 Minimum surplus (m3) 3.7
16 1st Guess Capacity (m3) 236.1
24 As per CPHEEO Capacity (m3) 299.37387
0.000 Final computed Capacity (m3) 471
2307.500 Max. serving Demand (mld) 0.9982308.500 Max. Population serving 6316
Segments in Demo zones are already incorporated into the Design Report of the Demo zone which is already submitted. 2. B_PostSanjauli_450DI (a)Kolestone1 Segments: Segments formed due to isolation valves in this zone are shown in Figure L1.
Figure L1: Segments in zone of Kolestone1 Details of the isolation valves operations (closing/ opening) are shown in Table L1.
269
Table L1: Details of the isolation valves operations (closing/ opening)
(b)Kolestone2/Bharari Segments: Segments formed due to isolation valves in this zone are shown in Figure L2.
Details of the isolation valves operations (closing/ opening) are shown in Table L2. Table L2: Details of the isolation valves operations (closing/ opening)
(c) Fingask_1 Segments: Segments formed due to isolation valves in this zone are shown in Figure L3.
Figure L3: Segments in zone of Fingask_1
Details of the isolation valves operations (closing/ opening) are shown in Table L3.
271
Table L3: Details of the isolation valves operations (closing/ opening)
(d) Fingask_2 Segments: Segments formed due to isolation valves in this zone are shown in Figure L4.
Figure L4: Segments in zone of Fingask_2 Details of the isolation valves operations (closing/ opening) are shown in Table L4.
272
Table L4: Details of the isolation valves operations (closing/ opening)
(e) Tutikandi_1 Segments: Segments formed due to isolation valves in this zone are shown in Figure L5.
Figure L5: Segments in zone of Tutikandi_1
Details of the isolation valves operations (closing/ opening) are shown in Table L5.
273
Table L5: Details of the isolation valves operations (closing/ opening)
(f) Tutikandi_2 Segments: Segments formed due to isolation valves in this zone are shown in Figure L6.
Figure L6: Segments in zone of Tutikandi_2 Details of the isolation valves operations (closing/ opening) are shown in Table L6.
274
Table L6: Details of the isolation valves operations (closing/ opening)
(g) Z7_Tutikandi_1_PH Segments: Segments formed due to isolation valves in this zone are shown in Figure L7.
Figure L7: Segments in zone of Z7_Tutikandi_1_PH
Details of the isolation valves operations (closing/ opening) are shown in Table L7. Table L7: Details of the isolation valves operations (closing/ opening)
275
(h) Advance_Study_Steel_Tank Segments: Segments formed due to isolation valves in this zone are shown in Figure L8.
Figure L8: Segments in zone of Advance_Study_Steel_Tank Details of the isolation valves operations (closing/ opening) are shown in Table L8. Table L8: Details of the isolation valves operations (closing/ opening)
276
(i) IIAS_Summerhill Segments: Segments formed due to isolation valves in this zone are shown in Figure L9.
Figure L9: Segments in zone of IIAS_Summerhill
Details of the isolation valves operations (closing/ opening) are shown in Table L9. Table L9: Details of the isolation valves operations (closing/ opening)
277
(j) Z6_Baluganj_HarinagarSegments: Segments formed due to isolation valves in this zone are shown in Figure L10.
Figure L10: Segments in zone of Z6_Baluganj_HarinagarSegments Details of the isolation valves operations (closing/ opening) are shown in Table L10. Table L10: Details of the isolation valves operations (closing/ opening)
278
(k) Chakkar/Sandal Segments: Segments formed due to isolation valves in this zone are shown in Figure L11.
Figure L11: Segments in zone of Chakkar/Sandal Details of the isolation valves operations (closing/ opening) are shown in Table L11. Table L11: Details of the isolation valves operations (closing/ opening)
279
(l) Kamnadevi_Temple Segments: Segments formed due to isolation valves in this zone are shown in Figure L12.
Figure L12: Segments in zone of Kamnadevi_Temple
Details of the isolation valves operations (closing/ opening) are shown in Table L12. Table L12: Details of the isolation valves operations (closing/ opening)
280
(m) Ridge_direct_from Sanjauli Segments: Segments formed due to isolation valves in this zone are shown in Figure L13.
Figure L13: Segments in zone of Ridge_direct_from Sanjauli
Details of the isolation valves operations (closing/ opening) are shown in Table L13. Table L13: Details of the isolation valves operations (closing/ opening)
281
3. C_Ridge (m) Ridge_direct_from Sanjauli Segments: Segments formed due to isolation valves in this zone are shown in Figure L14.
Figure L14: Segments in zone of Ridge_direct_from Sanjauli Details of the isolation valves operations (closing/ opening) are shown in Table L14.
282
Table L14: Details of the isolation valves operations (closing/ opening)
283
4. D_PostRidge_400CI (a) Taramata_Hall Segments: Segments formed due to isolation valves in this zone are shown in Figure L15.
Figure L15: Segments in zone of Kolestone2
Details of the isolation valves operations (closing/ opening) are shown in Table L15. Table L15: Details of the isolation valves operations (closing/ opening)
284
(b) Phagali Segments: Segments formed due to isolation valves in this zone are shown in Figure L16.
Figure L16: Segments in zone of Phagali
Details of the isolation valves operations (closing/ opening) are shown in Table L16. Table L16: Details of the isolation valves operations (closing/ opening)
285
(c) Summerhill Segments: Segments formed due to isolation valves in this zone are shown in Figure L17.
Figure L17: Segments in zone of Summerhill
Details of the isolation valves operations (closing/ opening) are shown in Table L17. Table L17: Details of the isolation valves operations (closing/ opening)
286
(d) HP_University Segments: Segments formed due to isolation valves in this zone are shown in Figure L18.
Figure L18: Segments in zone of HP_University
Details of the isolation valves operations (closing/ opening) are shown in Table L. Table L18: Details of the isolation valves operations (closing/ opening)
287
(e) Z4_New1 Segments: Segments formed due to isolation valves in this zone are shown in Figure L19.
Figure L19: Z4_New1 Details of the isolation valves operations (closing/ opening) are shown in Table L19. Table L19: Details of the isolation valves operations (closing/ opening)
288
5. E_Mains_Field (a) Mains_Field1 Segments: Segments formed due to isolation valves in this zone are shown in Figure L20.
Figure L20: Segments in zone of Mains_Field1
Details of the isolation valves operations (closing/ opening) are shown in Table L20. Table L20: Details of the isolation valves operations (closing/ opening)
289
(b) Mains_Field2 Segments: Segments formed due to isolation valves in this zone are shown in Figure L21.
Figure L21: Segments in zone of Mains_Field2
Details of the isolation valves operations (closing/ opening) are shown in Table L21. Table L21: Details of the isolation valves operations (closing/ opening)
290
(c) Shivpuri Segments: Segments formed due to isolation valves in this zone are shown in Figure L22.
Figure L22: Segments in zone of Shivpuri
Details of the isolation valves operations (closing/ opening) are shown in Table L22. Table L22: Details of the isolation valves operations (closing/ opening)
291
(d) Khalini_Forest_Steel_Tank Segments: Segments formed due to isolation valves in this zone are shown in Figure L23.
Figure L23: Segments in zone of Khalini_Forest_Steel_Tank Details of the isolation valves operations (closing/ opening) are shown in Table L23. Table L23: Details of the isolation valves operations (closing/ opening)
292
(e) Z3_Knolls_Wood Segments: Segments formed due to isolation valves in this zone are shown in Figure L24.
Figure L24: Segments in zone of Z3_Knolls_Wood Details of the isolation valves operations (closing/ opening) are shown in Table L24. Table L24: Details of the isolation valves operations (closing/ opening)
293
(f) SDA_Complex Segments: Segments formed due to isolation valves in this zone are shown in Figure L25.
Figure L25: Segments in zone of SDA_Complex Details of the isolation valves operations (closing/ opening) are shown in Table L25. Table L25: Details of the isolation valves operations (closing/ opening)
294
(g) Knolls_Wood Segments: Segments formed due to isolation valves in this zone are shown in Figure L26.
Figure L26: Segments in zone of Knolls_Wood Details of the isolation valves operations (closing/ opening) are shown in Table L26. Table L26: Details of the isolation valves operations (closing/ opening)
295
(h) Taramata_Temple_Sector1 Segments: Segments formed due to isolation valves in this zone are shown in Figure L27.
Figure L27: Segments in zone of Taramata_Temple_Sector1 Details of the isolation valves operations (closing/ opening) are shown in Table L27. Table L27: Details of the isolation valves operations (closing/ opening)
296
(i) New_Shimla_Sector2 Segments: Segments formed due to isolation valves in this zone are shown in Figure L28.
Figure L28: Segments in zone of New_Shimla_Sector28 Details of the isolation valves operations (closing/ opening) are shown in Table L28. Table L28: Details of the isolation valves operations (closing/ opening)
297
(j) New_Shimla_Sector3A Segments: Segments formed due to isolation valves in this zone are shown in Figure L29.
Figure L29: Segments in zone of New_Shimla_Sector3A Details of the isolation valves operations (closing/ opening) are shown in Table L29. Table L29: Details of the isolation valves operations (closing/ opening)
298
(k) New_Shimla_Sector4 Segments: Segments formed due to isolation valves in this zone are shown in Figure L30.
Figure L30: Segments in zone of New_Shimla_Sector4 Details of the isolation valves operations (closing/ opening) are shown in Table L30. Table L30: Details of the isolation valves operations (closing/ opening)
299
(l) New_Shimla_Sector3 Segments: Segments formed due to isolation valves in this zone are shown in Figure L31.
Figure L31: Segments in zone of New_Shimla_Sector3 Details of the isolation valves operations (closing/ opening) are shown in Table L31. Table L31: Details of the isolation valves operations (closing/ opening)
300
6. F_Dhingodevi (a) Z8_Dhingo5 Segments: Segments formed due to isolation valves in this zone are shown in Figure L32.
Figure L33: Segments in zone of Z8_Dhingo5 Details of the isolation valves operations (closing/ opening) are shown in Table L32. Table L32: Details of the isolation valves operations (closing/ opening)
301
(b) Z5_Dhingodevi4 Segments: Segments formed due to isolation valves in this zone are shown in Figure L33.
Figure L33: Segments in zone of Z5_Dhingodevi4 Details of the isolation valves operations (closing/ opening) are shown in Table L33. Table L33: Details of the isolation valves operations (closing/ opening)
(c) Dhingodevi1 Segments: Segments formed due to isolation valves in this zone are shown in Figure L34.
302
Figure L34: Segments in zone of Dhingodevi1
Details of the isolation valves operations (closing/ opening) are shown in Table L34. Table L34: Details of the isolation valves operations (closing/ opening)
(d) Dhingodevi2 Segments: Segments formed due to isolation valves in this zone are shown in Figure L35.
303
Figure L35: Segments in zone of Dhingodevi2 Details of the isolation valves operations (closing/ opening) are shown in Table L35. Table L35: Details of the isolation valves operations (closing/ opening)
(e) Z1_Dhingodevi3 Segments: Segments formed due to isolation valves in this zone are shown in Figure L36.
Figure L36: Segments in zone of Z1_Dhingodevi3
304
Details of the isolation valves operations (closing/ opening) are shown in Table L36. Table L36: Details of the isolation valves operations (closing/ opening)
7. G_Mashobra (a) Mashobra Segments: Segments formed due to isolation valves in this zone are shown in Figure L37.
Figure L37: Segments in zone of G_Mashobra Details of the isolation valves operations (closing/ opening) are shown in Table L36.
305
Table L37: Details of the isolation valves operations (closing/ opening)
8. H_Craignaino (a) Craignaino Segments: Segments formed due to isolation valves in this zone are shown in Figure L38.
Figure L38: Segments in zone of Craignaino Details of the isolation valves operations (closing/ opening) are shown in Table L38. Table L38: Details of the isolation valves operations (closing/ opening)
306
9. I_Dhalli (a) Dhalli1 Segments: Segments formed due to isolation valves in this zone are shown in Figure L39.
Figure L39: Segments in zone of Dhalli Details of the isolation valves operations (closing/ opening) are shown in Table L39. Table L39: Details of the isolation valves operations (closing/ opening)
307
(b) Dhalli2 Segments: Segments formed due to isolation valves in this zone are shown in Figure L40.
Figure L40: Segments in zone of Dhalli2
Details of the isolation valves operations (closing/ opening) are shown in Table L40. Table L40: Details of the isolation valves operations (closing/ opening)
308
10. J_Kusumpti (a) Scrala Segments: Segments formed due to isolation valves in this zone are shown in Figure L41.
Figure L41: Segments in zone of Scrala Details of the isolation valves operations (closing/ opening) are shown in Table L41. Table L41: Details of the isolation valves operations (closing/ opening)
309
(b) Z10_Tibti_Panthaghati
Segments: Segments formed due to isolation valves in this zone are shown in Figure L42.
Figure L42: Segments in zone of Z10_Tibti_Panthaghati Details of the isolation valves operations (closing/ opening) are shown in Table L42. Table L42: Details of the isolation valves operations (closing/ opening)
310
(c) Basant_Vihar
Segments: Segments formed due to isolation valves in this zone are shown in Figure L43.
Figure L43: Segments in zone of Basant_Vihar Details of the isolation valves operations (closing/ opening) are shown in Table L43. Table L43: Details of the isolation valves operations (closing/ opening)
311
(d) Phase_2_New_Shimla_Sector_6
Segments: Segments formed due to isolation valves in this zone are shown in Figure L44.
Figure L44: Segments in zone of Phase_2_New_Shimla_Sector_6 Details of the isolation valves operations (closing/ opening) are shown in Table L44. Table L44: Details of the isolation valves operations (closing/ opening)
312
(e) Phase_2_New_Shimla
Segments: Segments formed due to isolation valves in this zone are shown in Figure L45.
Figure L45: Segments in zone of Phase_2_New_Shimla Details of the isolation valves operations (closing/ opening) are shown in Table L45. Table L45: Details of the isolation valves operations (closing/ opening)
313
(f) Vikasnagar
Segments: Segments formed due to isolation valves in this zone are shown in Figure L46.
Figure L46: Segments in zone of Vikasnagar Details of the isolation valves operations (closing/ opening) are shown in Table L46. Table L46: Details of the isolation valves operations (closing/ opening)
314
(g) Z11_Sargeen_Chowk_New
Segments: Segments formed due to isolation valves in this zone are shown in Figure L47.
Figure L47: Segments in zone of Z11_Sargeen_Chowk_New Details of the isolation valves operations (closing/ opening) are shown in Table L47. Table L47: Details of the isolation valves operations (closing/ opening)
315
(h) IAS_Colony1
Segments: Segments formed due to isolation valves in this zone are shown in Figure L48.
Figure L48: Segments in zone of IAS_Colony1 Details of the isolation valves operations (closing/ opening) are shown in Table L48. Table L48: Details of the isolation valves operations (closing/ opening)
316
(i) IAS_Colony2
Segments: Segments formed due to isolation valves in this zone are shown in Figure L49.
Figure L49: Segments in zone of IAS_Colony2 Details of the isolation valves operations (closing/ opening) are shown in Table L49. Table L49: Details of the isolation valves operations (closing/ opening)
317
(j) IAS_Colony3
Segments: Segments formed due to isolation valves in this zone are shown in Figure L50.
Figure L50: Segments in zone of IAS_Colony3
Details of the isolation valves operations (closing/ opening) are shown in Table L50. Table L50: Details of the isolation valves operations (closing/ opening)
318
(k) Kusumpti
Segments: Segments formed due to isolation valves in this zone are shown in Figure L51.
Figure L51: Segments in zone of Kusumpti Details of the isolation valves operations (closing/ opening) are shown in Table L51. Table L51: Details of the isolation valves operations (closing/ opening)
319
(l) HP_PWD_Near_Kusumpti
Segments: Segments formed due to isolation valves in this zone are shown in Figure L52.
Figure L52: Segments in zone of HP_PWD_Near_Kusumpti Details of the isolation valves operations (closing/ opening) are shown in Table L52. Table L52: Details of the isolation valves operations (closing/ opening)
320
11. I_Jakhu (a) Jakhu
Segments: Segments formed due to isolation valves in this zone are shown in Figure L53.
Figure L53: Segments in zone of Jakhu Details of the isolation valves operations (closing/ opening) are shown in Table L53. Table L53: Details of the isolation valves operations (closing/ opening)
321
(b) Z2_Jakhu2
Segments: Segments formed due to isolation valves in this zone are shown in Figure L54.
Figure 4 Segments in zone of Z2_Jakhu2 Details of the isolation valves operations (closing/ opening) are shown in Table L54. Table L54: Details of the isolation valves operations (closing/ opening)
322
12. J_North_Oak_1 (a) North_Oak_1
Segments: Segments formed due to isolation valves in this zone are shown in Figure L55.
Figure L55: Segments in zone of North_Oak_1
Details of the isolation valves operations (closing/ opening) are shown in Table L55. Table L55: Details of the isolation valves operations (closing/ opening)
323
13.K_Shoghi (a) Shoghi
Segments: Segments formed due to isolation valves in this zone are shown in Figure L56.
Figure L56: Segments in zone of Shoghi
Details of the isolation valves operations (closing/ opening) are shown in Table L52. Table L52: Details of the isolation valves operations (closing/ opening)
324
APPENDIX-M Details of Scour Valves
Table L1: Scour valves
SN SV_Area Label Elevation (m) SV_DIA
1 F_Dhingodevi FSV-1 2,203.30 80
2 F_Dhingodevi FSV-2 2,190.50 80
3 F_Dhingodevi FSV-3 2,129.80 80
4 F_Dhingodevi FSV-4 2,149.60 80
5 F_Dhingodevi FSV-5 2,178.10 80
6 F_Dhingodevi FSV-6 2,169.30 80
7 F_Dhingodevi FSV-7 2,147.50 80
8 B_PostSanjauli_450DI BSV-2 2,064.70 80
9 B_PostSanjauli_450DI BSV-3 2,051.60 80
10 B_PostSanjauli_450DI BSV-4 2,057.70 80
11 B_PostSanjauli_450DI BSV-5 1,931.50 80
12 B_PostSanjauli_450DI BSV-6 1,896.60 80
13 B_PostSanjauli_450DI BSV-7 1,907.50 80
14 B_PostSanjauli_450DI BSV-8 1,910.40 80
15 B_PostSanjauli_450DI BSV-9 1,847.50 150
16 B_PostSanjauli_450DI BSV-10 1,937.70 80
17 B_PostSanjauli_450DI BSV-11 1,922.90 80
18 B_PostSanjauli_450DI BSV-12 2,117.20 80
19 B_PostSanjauli_450DI BSV-13 2,088.80 80
20 B_PostSanjauli_450DI BSV-14 2,112.30 80
21 B_PostSanjauli_450DI BSV-15 2,175.30 80
22 B_PostSanjauli_450DI BSV-16 2,101.90 80
23 B_PostSanjauli_450DI BSV-17 2,104.60 80
24 B_PostSanjauli_450DI BSV-18 2,112.90 80
25 B_PostSanjauli_450DI BSV-19 2,125.90 80
26 B_PostSanjauli_450DI BSV-20 2,061.30 80
27 B_PostSanjauli_450DI BSV-21 2,113.40 80
28 B_PostSanjauli_450DI BSV-22 2,102.70 80
29 B_PostSanjauli_450DI BSV-23 2,024.90 80
30 B_PostSanjauli_450DI BSV-24 2,045.40 80
31 B_PostSanjauli_450DI BSV-25 2,122.60 80
32 B_PostSanjauli_450DI BSV-26 1,993.70 80
33 B_PostSanjauli_450DI BSV-27 1,996.80 80
34 B_PostSanjauli_450DI BSV-28 2,034.60 80
35 B_PostSanjauli_450DI BSV-29 2,001.50 80
36 B_PostSanjauli_450DI BSV-30 1,745.00 150
37 B_PostSanjauli_450DI BSV-31 1,752.90 80
38 B_PostSanjauli_450DI BSV-32 1,827.70 150
39 B_PostSanjauli_450DI BSV-33 1,876.40 80
40 B_PostSanjauli_450DI BSV-34 1,867.70 100
41 B_PostSanjauli_450DI BSV-35 1,966.10 80
42 B_PostSanjauli_450DI BSV-36 1,804.00 80
43 B_PostSanjauli_450DI BSV-37 1,892.20 80
44 B_PostSanjauli_450DI BSV-38 1,922.70 80
45 B_PostSanjauli_450DI BSV-39 2,029.20 80
46 B_PostSanjauli_450DI BSV-40 1,868.00 80
47 B_PostSanjauli_450DI BSV-41 1,727.00 80
48 B_PostSanjauli_450DI BSV-42 1,752.10 80
49 B_PostSanjauli_450DI BSV-43 1,785.00 80
50 B_PostSanjauli_450DI BSV-44 1,866.60 80
51 B_PostSanjauli_450DI BSV-45 1,905.80 80
52 B_PostSanjauli_450DI BSV-46 2,014.40 80
53 B_PostSanjauli_450DI BSV-47 2,055.00 80
325
SN SV_Area Label Elevation (m) SV_DIA
54 B_PostSanjauli_450DI BSV-48 1,878.70 100
55 B_PostSanjauli_450DI BSV-49 1,712.20 80
56 B_PostSanjauli_450DI BSV-50 1,785.00 80
57 B_PostSanjauli_450DI BSV-51 1,823.80 80
58 B_PostSanjauli_450DI BSV-52 2,096.00 80
59 B_PostSanjauli_450DI BSV-53 2,049.50 80
60 B_PostSanjauli_450DI BSV-54 2,065.90 80
61 B_PostSanjauli_450DI BSV-55 1,998.00 80
62 B_PostSanjauli_450DI BSV-56 2,046.30 80
63 C_Ridge CSV-1 1,954.80 80
64 C_Ridge CSV-2 2,015.30 80
65 C_Ridge CSV-3 2,014.60 80
66 C_Ridge CSV-4 1,958.50 100
67 C_Ridge CSV-5 1,949.80 80
68 C_Ridge CSV-6 1,969.30 80
69 C_Ridge CSV-7 2,048.10 80
70 C_Ridge CSV-8 2,052.40 80
71 C_Ridge CSV-9 2,049.80 80
72 C_Ridge CSV-10 2,066.00 80
73 C_Ridge CSV-11 2,159.10 80
74 C_Ridge CSV-12 2,014.60 80
75 D_PostRidge_400CI DSV-2 1,820.70 80
76 D_PostRidge_400CI DSV-3 1,859.70 80
77 D_PostRidge_400CI DSV-4 1,908.70 80
78 D_PostRidge_400CI DSV-5 1,831.50 80
79 D_PostRidge_400CI DSV-6 1,841.80 80
80 D_PostRidge_400CI DSV-7 1,894.80 80
81 D_PostRidge_400CI DSV-8 1,950.50 80
82 D_PostRidge_400CI DSV-9 1,878.40 80
83 D_PostRidge_400CI DSV-10 1,873.30 80
84 D_PostRidge_400CI DSV-11 1,984.90 100
85 D_PostRidge_400CI DSV-12 1,975.30 80
86 D_PostRidge_400CI DSV-13 1,965.30 80
87 D_PostRidge_400CI DSV-14 2,002.70 80
88 D_PostRidge_400CI DSV-15 1,904.70 150
89 D_PostRidge_400CI DSV-16 1,853.90 80
90 D_PostRidge_400CI DSV-17 1,921.50 80
91 D_PostRidge_400CI DSV-18 1,927.80 80
92 D_PostRidge_400CI DSV-19 1,962.90 80
93 D_PostRidge_400CI DSV-20 2,042.60 80
94 D_PostRidge_400CI DSV-21 2,050.50 80
95 D_PostRidge_400CI DSV-22 2,078.80 100
96 D_PostRidge_400CI DSV-23 2,011.90 80
97 D_PostRidge_400CI DSV-24 2,042.20 80
98 D_PostRidge_400CI DSV-25 2,043.60 80
99 D_PostRidge_400CI DSV-26 2,042.80 80
100 D_PostRidge_400CI DSV-27 2,039.80 80
101 D_PostRidge_400CI DSV-28 1,913.70 80
102 D_PostRidge_400CI DSV-29 1,923.10 80
103 D_PostRidge_400CI DSV-30 1,870.50 80
104 D_PostRidge_400CI DSV-31 1,894.40 80
105 D_PostRidge_400CI DSV-32 1,945.60 80
106 D_PostRidge_400CI DSV-33 1,948.60 80
107 E_Mains_Field ESV-2 1,887.60 80
108 E_Mains_Field ESV-3 1,869.80 80
109 E_Mains_Field ESV-4 1,828.00 80
110 E_Mains_Field ESV-5 1,962.80 80
111 E_Mains_Field ESV-6 1,904.80 80
112 E_Mains_Field ESV-7 1,944.30 80
113 E_Mains_Field ESV-8 2,006.50 80
114 E_Mains_Field ESV-9 2,011.20 80
115 E_Mains_Field ESV-10 1,956.80 100
326
SN SV_Area Label Elevation (m) SV_DIA
116 E_Mains_Field ESV-11 1,701.40 80
117 E_Mains_Field ESV-12 1,786.10 80
118 E_Mains_Field ESV-13 1,828.70 80
119 E_Mains_Field ESV-14 1,863.50 80
120 E_Mains_Field ESV-15 1,871.60 80
121 E_Mains_Field ESV-16 1,884.70 80
122 E_Mains_Field ESV-17 1,931.20 80
123 E_Mains_Field ESV-18 1,899.60 80
124 E_Mains_Field ESV-19 1,815.00 150
125 E_Mains_Field ESV-20 1,750.00 80
126 E_Mains_Field ESV-21 1,758.60 80
127 E_Mains_Field ESV-22 1,929.00 80
128 E_Mains_Field ESV-23 1,855.70 80
129 E_Mains_Field ESV-24 1,927.90 150
130 E_Mains_Field ESV-25 1,930.30 80
131 E_Mains_Field ESV-26 1,937.40 80
132 E_Mains_Field ESV-27 1,868.70 80
133 E_Mains_Field ESV-28 1,893.40 80
134 E_Mains_Field ESV-29 1,992.20 80
135 E_Mains_Field ESV-30 1,936.50 80
136 E_Mains_Field ESV-31 1,943.10 80
137 E_Mains_Field ESV-32 1,981.20 80
138 E_Mains_Field ESV-33 1,971.10 80
139 E_Mains_Field ESV-34 1,997.90 80
140 E_Mains_Field ESV-35 1,940.20 80
141 E_Mains_Field ESV-36 1,725.60 100
142 F_Dhingodevi FSV-8 2,065.50 80
143 F_Dhingodevi FSV-9 2,044.60 80
144 F_Dhingodevi FSV-10 2,135.00 80
145 F_Dhingodevi FSV-11 2,087.00 80
146 F_Dhingodevi FSV-12 2,062.50 80
147 F_Dhingodevi FSV-13 2,051.30 80
148 F_Dhingodevi FSV-14 2,074.60 80
149 F_Dhingodevi FSV-15 1,941.00 80
150 F_Dhingodevi FSV-16 2,127.60 80
151 F_Dhingodevi FSV-17 2,067.90 80
152 F_Dhingodevi FSV-18 2,254.10 80
153 F_Dhingodevi FSV-19 2,150.00 80
154 F_Dhingodevi FSV-20 2,114.50 80
155 F_Dhingodevi FSV-21 2,047.40 80
156 F_Dhingodevi FSV-22 2,044.60 80
157 F_Dhingodevi FSV-23 2,122.50 80
158 F_Dhingodevi FSV-24 2,132.20 80
159 F_Dhingodevi FSV-25 2,154.90 80
160 F_Dhingodevi FSV-26 2,224.80 80
161 F_Dhingodevi FSV-27 2,276.20 200
162 F_Dhingodevi FSV-28 2,218.20 80
163 F_Dhingodevi FSV-29 2,243.40 80
164 F_Dhingodevi FSV-30 2,271.60 80
165 F_Dhingodevi FSV-31 2,216.10 80
166 F_Dhingodevi FSV-32 2,234.50 80
167 F_Dhingodevi FSV-33 2,182.50 80
168 F_Dhingodevi FSV-34 2,222.90 80
169 F_Dhingodevi FSV-35 2,182.60 80
170 F_Dhingodevi FSV-36 2,273.50 80
171 F_Dhingodevi FSV-37 2,269.20 80
172 F_Dhingodevi FSV-38 2,165.00 80
173 F_Dhingodevi FSV-39 2,286.70 80
174 G_Mashobra GSV-1 2,307.90 80
175 G_Mashobra GSV-2 2,293.10 80
176 G_Mashobra GSV-3 2,339.90 80
177 G_Mashobra GSV-4 2,297.90 80
327
SN SV_Area Label Elevation (m) SV_DIA
178 I_Dhalli ISV-1 2,112.40 80
179 I_Dhalli ISV-2 2,227.00 80
180 I_Dhalli ISV-3 2,186.40 80
181 I_Dhalli ISV-4 2,193.40 80
182 I_Dhalli ISV-5 2,211.50 80
183 I_Dhalli ISV-6 2,122.40 80
184 I_Dhalli ISV-7 2,179.10 80
185 J_Kusumpti JSV-3 1,819.20 80
186 J_Kusumpti JSV-4 1,733.00 80
187 J_Kusumpti JSV-5 1,902.70 80
188 J_Kusumpti JSV-6 1,772.10 80
189 J_Kusumpti JSV-7 1,546.30 80
190 J_Kusumpti JSV-8 1,659.60 80
191 J_Kusumpti JSV-9 1,878.70 80
192 J_Kusumpti JSV-10 1,703.70 80
193 J_Kusumpti JSV-11 1,733.30 80
194 J_Kusumpti JSV-12 1,797.60 80
195 J_Kusumpti JSV-13 1,812.60 80
196 J_Kusumpti JSV-14 1,826.00 80
197 J_Kusumpti JSV-15 1,824.10 80
198 J_Kusumpti JSV-16 1,647.00 80
199 J_Kusumpti JSV-17 1,781.90 80
200 J_Kusumpti JSV-18 1,878.70 80
201 J_Kusumpti JSV-19 1,849.20 80
202 J_Kusumpti JSV-20 1,964.60 80
203 J_Kusumpti JSV-21 1,950.10 80
204 J_Kusumpti JSV-22 1,940.00 80
205 J_Kusumpti JSV-23 1,831.90 80
206 J_Kusumpti JSV-24 1,812.10 80
207 J_Kusumpti JSV-25 1,804.80 80
208 J_Kusumpti JSV-26 1,846.40 80
209 J_Kusumpti JSV-27 1,660.30 80
210 J_Kusumpti JSV-28 1,753.20 80
211 J_Kusumpti JSV-29 1,844.20 80
212 J_Kusumpti JSV-30 1,780.80 80
213 J_Kusumpti JSV-31 1,971.00 80
214 J_Kusumpti JSV-32 1,711.50 80
215 J_Kusumpti JSV-33 1,991.80 80
216 K_Jakhu KSV-1 2,071.00 80
217 K_Jakhu KSV-2 2,199.60 100
218 K_Jakhu KSV-3 2,183.40 80
219 K_Jakhu KSV-4 1,960.40 80
220 K_Jakhu KSV-5 2,045.50 80
221 K_Jakhu KSV-6 2,033.90 80
222 K_Jakhu KSV-7 2,043.80 80
223 K_Jakhu KSV-8 2,044.80 80
224 K_Jakhu KSV-9 2,082.60 80
225 K_Jakhu KSV-10 2,184.20 80
226 K_Jakhu KSV-11 2,221.70 80
227 K_Jakhu KSV-12 2,189.90 80
228 K_Jakhu KSV-13 2,203.50 80
229 K_Jakhu KSV-14 2,144.10 80
230 K_Jakhu KSV-15 2,272.00 80
231 L_North_Oak_1 LSV-1 2,204.50 80
232 L_North_Oak_1 LSV-2 2,211.00 80
233 L_North_Oak_1 LSV-3 2,220.50 80
234 L_North_Oak_1 LSV-4 2,192.20 80
235 L_North_Oak_1 LSV-5 2,202.60 80
236 L_North_Oak_1 LSV-6 2,186.90 80
237 L_North_Oak_1 LSV-7 2,183.90 80
238 L_North_Oak_1 LSV-8 2,148.30 80
239 L_North_Oak_1 LSV-9 2,188.70 80
328
SN SV_Area Label Elevation (m) SV_DIA
240 L_North_Oak_1 LSV-10 2,233.10 80
241 M_Shoghi MSV-1 1,560.80 80
242 M_Shoghi MSV-2 1,654.10 80
243 M_Shoghi MSV-3 1,829.20 80
244 H_Craignaino HSV-1 2,235.50 80
245 E_Mains_Field ESV-1 1,903.30 80
246 B_PostSanjauli_450DI BSV-1 2,102.50 80
247 D_PostRidge_400CI DSV-1 1,904.70 80
248 J_Kusumpti JSV-1 1,844.70 80
249 J_Kusumpti JSV-2 1,919.40 80
329
APPENDIX-N Economic Diameters of Pumping Mains of Dingodevi