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Design of Rural Water Supply System for Village Navadagi (B) using Loop Software
1Arati Shetkar, 2Nagesh Hanche, 3Devendra Hanche, 4Shashishankar A
1Civil Engineer, SGHIC, Kalaburagi, Karnataka India.
2Assitant Professor, Department of Civil Engineering, School of Engineering, Central University of Karnataka, affiliated to MHRD, Government of India, New Delhi, India.
3Associate Professor, Department of Civil Engineering, Government Engineering College, Raichur, Karnataka.
4Professor & Head, School of Engineering, Jain University, Bangalore.
Abstract : In order to direct water to many individual in a municipal water supply many times water is routed through water supply network. A major part of this network consists of interconnected pipes. This network creates a special class of problem in hydraulic design typically referred to as pipe network analysis. The modern solution for this is to use special software in order to automatically solve the problems. However the problem can also addressed with simpler method like a spread sheet equipped with solver or a modern graphical calculator.
Designing of water supply distribution pipe network using loop – 4 software is a new approach as compared to loop version 3 here an attempt is made to reduce the clumsy and lengthy manual calculation to provide accurate values and to eliminate manual mistakes.
We are interested in Loop-4 software as it is being used in 11 districts of north Karnataka namely Uttar kannada, Belgaum, Bijapur, Bagalkot , Dharwad, Gadag, Haveri, Bidar,Gulbarga, Raichur, Koppal , for rural water supply design under the implementation of the world bank assisted Karnataka integrated rural water supply and environmental sanitation project ” Jal nirmal project” for the project period july 2010 -30th june 2013.
I. INTRODUCTION
1. GENERAL
General menu organization in loop’s main menu:
1.1 SUMMARY OF KEYS IN DATA ENTRY ENVIRONMENT
Explanation to the various preprogrammed function keys available in data entry is as bellow.
1.1.2 Function keys
[F1] Pressing this key provides a pop up screen having helpful context specific help. If sound is chosen as “Y”
in the configuration option, then the help full text is
“piped” to the window with an emulation of the sound of the typewriter.
[SHIFT] + [F1]-Display a text showing a summary of features of both ordinary keys as well as function keys reserved for editing facilities.
[F2] Inserts a line at the cursor position.
[F3] Delete a line at cursor position.
[F4] Appends a line at the bottom of the data entry screen.
[F5] Copies a value down the cursor position in the same column, user is asked to specify the desire number of times copying is to be done of this value.
[F6] Does mathematical manipulations to the value at the cursor such as,
*(Multiply) / (Divide) + (Add) or -(Subtract)
User is asked to specify the desire number of rows down the cursor position such a Mathematical operation is to be done this facility is powerful to transform the columnar data by only a couple of keystrokes.
[F7] display the total of all values down the cursor position. This facility is useful to obtain instant total of fields such as flows, lengths etc…
[F8] This a special key designated to mark the existing pipes on the pipe data(Screen-2). [SHIFT] + [F8]-This special key designed to mark the parallel pipes in the pipe data (Scr-2) screen.
[F9] Searches the specified value in the column where the cursor is positioned and if the search is successful then shifts the location of cursor to the matching value.
[F10] This is special available only in the first data entry screen which when presser allows the user to over type the number of and number of nodes.
It is to be noted all of the above keys may not be available for each screen or for each an every columns of a particular screen for example keys such as [F5],[F7],and[F9] are not available in first and thirteenth
screens and keys such as [F5],and[F6] does not work on pipe number ,from node and to node of pipe data (Scr-2) screen and node number of node data (Scr-3) screen.
1.1.3 ORDINARY KEYS
Key to be pressed facility offered
<RIGHT> Move right one character
<LEFT> Move left one character to previous field
<ENTER> Accept entry
<HOME> Move to first character
<END> Move to end of box
<CTRL+HOME> Delete from cursor position to first character
<CTRL+END> Delete from cursor position to last character
<INS> Insert space in between two character
<DEL> Delete a character at cursor position
<BKS PACE> Delete a character before curser position
<TAB> Move to next screen
<SHIFT> + <TAB> Move to previous screen
<PGUP> Go to previous page of the same screen
<PGDN> Go to next of the two character
II. LITERATURE REVIEW
2.1 Purpose
Design of water supply using modern softwares to get better distribution of water in rural areas.
2.2 Introduction
Water is the basic need of human beings for his survival.
Without food person can live for several days but without water he cannot.
As there is no proper water supply system in villages of our country, it is creating many problems for villagers.
Till today people in villages walk for miles to bring water, stand in queen and fight with each other to get water. For this purpose a proper network of water supply is essential in rural areas.
2.3 Description
Purpose of this project is to design rural water supply and design of network of pipes and over head tank with estimation of cost. It is a software based design in which softwares namely Loop-4, Excell and Autocad are to be used. This project work initially includes survey work in village using modern survey instruments. Then village map and layout of distribution system of pipe network and water tank are to be drawn in Autocad software, Loop-4 and Excell softwares are to be used for design of water supply and pipelines.
2.4 About loop-4 software
Loop version 4.0 is an entirely new version of the earlier program loop version 3.0 (written in IBM BASIC)
developed and distributed under the joint efforts of UNDP/World Bank. Apart from loop UNDP/World bank distributed another program called flow (written in MS FORTAN 4.0) Flow has more features and capabilities than loop (version 3.0) but is for less user friendly for regular use. Loop version 4.0 is addition to other technical details, has exploited part of the code of flow and of the same time enhanced the user interface to result into a more powerful and effective, program.
Loop version 4.0, here in referred as only loop, could be used for the design and simulation of new, partially or fully existing gravity as well as pumped water distribution systems. It allows for reservoirs (both with fixed head and variable head viz, pumps) valves (pressure reducing as well as check valves) and on time booster pumps loop has been programmed in Microsoft Quick BASIC.
III. SURVEY WORK
Table.1 Salient features of Navadgi(B) village Sl.
No.
Particulars Description
1 Location Navadgi (B) GP:Holkunda Tq:Gulbarga
2 Population
a) 2001 Actual 810 b) 2011 Estimated 948 c) 2031 Projected 1297 3 Households
a) 2001 Actual 142 b) 2011 Estimated 166 c) 2031 Projected 227 4 Water Demand (KL)
a) 2001 52.41
b) 2011 61.34
c) 2031 83.92
5 Per capita supply
a) 2010 25.28 lpcd
b) 2031 Projected 55 lpcd 6 Socio-economic
condition
a) Anganawadi centre One b) Primary School One c) Higher Primary School
One
d) Bus route 2 Kms from GP & 30 Kms from Gulbarga.
e) Availability of Power
8 Hours
7 Water supply Existing Proposed
Rising Main (mtr) - 1318m
Distribution Main (mtr)
- 1787m
Storage Tanks 8 cisterns 50 kl OHT Private House
Connection
- 136
Public Stand Post 20 Nil
3.1 VILLAGE PROFILE LOCATION:
Village : Navadgi (B) G.P. : Holkunda
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Taluka : Gulbarga District : Gulbarga Navadgi (B) village:
The Navadgi (B) is located in Holkunda Gram panchayat of Gulbarga taluka in Gulbarga district. The Navadgi (B) is at a distance of 2 kms from GP head quarter and 30 kms from taluka & district head quarter, i.e., Gulbarga
Existing water supply system:
The existing water supply system to Navadgi (B) village is ground water based combined MWS & direct pumping system. In MWS system water is supplied through 8 cisterns, out of which 2 are not working.
Further, in direct pumping system water is supplied through 20 stand posts. The existing bore well source with 3” yield is good and reliable. However, there is no storage facility apart from the cistern and hence, the villagers face drinking water problem during non power supply hours. Hence, up gradation of the existing system is necessary with provision for additional source, storage facilities, and new distribution system.
The road condition in the village is moderate and the major roads in the village are covered with 500m CC roads; 1300m earthen road; 800mtr Asphalt roads and 400m Slab roads. But, the drainage facility in the village is poor as no roads are provided with any lined or unlined drains. However, in the present Addl. Financing Scheme only water supply is provided.
Proposed water supply system:
Up gradation from MWS to PWS has been proposed.
Based on the projected population the water demand for the Navadgi (B) village has been worked out to be 78.5 KL. This demand is proposed to be met from the existing bore well source. This source is proposed to be connected to proposed ELSR through new rising main PVC pipe line of 75mm 10ksc for 1318m length. Based on the total water demand and designing OHT capacity for half day requirement, a new 50 kl OHT of 7.5m staging has been proposed. Further, a new distribution network with single zone has been proposed. In addition the other water supply components like pumping machinery etc., are proposed in the new system.
IV. DESIGN OF RURAL WATER SUPPLY SYSTEM
4.1 DETERMINATION OF FUTURE
POPULATION 4.1.1 Projection
For estimating population for the prospective years,we have used various methods with due considerations of available resources and expansion possibilities. These projections have been made on trend of growth of population during last three decades i.e., for the period 1971 to 2001.
Population projections have been made by using following methods:
i) Incremental increase method ii) Arithmetic progression method iii) Geometric progression method
Projections computed by these three methods are compared with the projections by assuming average National Growth Rate of 1.7% per year.
While deciding and finalizing projections, maximum figures out of four methods are considered and the maximum figure is rounded to next 100 for adoption of prospective population.
These projections for the Navadgi (B) is carried out and details are given below
4.1.2 Population forecast Table.2 Population census data
Census Year Population
1961 402
1971 516
1981 525
1991 801
2001 810
Table.3
i) Incremental increase method:
Sl.
No.
Year of
Census Population Increase/
Decade
% of Increase in Population
Incremental Increase
1 1961 402
2 1971 516 114 28
3 1981 525 9 2 -105
4 1991 801 276 53 267
5 2001 810 9 1 -267
408 84 -105
𝐴𝑣𝑒𝑟𝑎𝑔𝑒 𝑃𝑜𝑝𝑢𝑙𝑎𝑡𝑖𝑜𝑛 𝐼𝑛𝑐𝑟𝑒𝑎𝑠𝑒 /𝐷𝑒𝑐𝑎𝑑𝑒 𝑋 =𝑇𝑜𝑡𝑎𝑙 𝐼𝑛𝑐𝑟𝑒𝑎𝑠𝑒 𝑁𝑜 𝑜𝑓 𝐷𝑒𝑐𝑎𝑑𝑒 = 102
Net Incremental Increase (Y) = -105 Average Incremental Increase (Z) = -53
Population Forecast for 2011 =P2001+(X+Z)Xn Where n= No. of Decades
Population in 2011 860 Population in 2021 909 Population in 2031 959 ii) Arithmatical increase method
Population Forecast for 2011 =P2001+(X)Xn Where n= No. of Decades
Population in 2011 912 Population in 2021 1014 Population in 2031 1116 iii) Geometrical increase method:
𝑴 =𝑻𝒐𝒕𝒂𝒍 % 𝒊𝒏𝒄𝒓𝒆𝒂𝒔𝒆 𝒊𝒏 𝑷𝒐𝒑𝒖𝒍𝒂𝒕𝒊𝒐𝒏 𝑵𝒐. 𝒐𝒇 𝑫𝒆𝒄𝒂𝒅𝒆𝒔 = 𝟐𝟏 Population Forecast for 2011 =P2001X (1+M/100) n Where n= No. of Decades
Population in 2011 980 Population in 2021 1185 Population in 2031 1433
Table. 4 National average growth method:
Population in the
Year
Base Population
2001
Increase
% per Decade
Design Population
2011 810 17 948
2021 948 17 1109
2031 1109 17 1297
Table.5 Final prediction:
Sl.
No. Method Used Population
for 2031
Population as per Average National Growth for 2031
Difference w.r.t Average National
Growth Method
Population Adopted 1 Incremental Increase Method 959
1297
339
1297
2 Arithmetical Increase Method 1116 181
3 Geometrical Increase Method 1433 -136
4.1.3 Recommendation for projected population As the Projected population for the year 2031 calculated as per the National average growth is more than the population calculated by other methods, population of 1297 has been adopted for the year 2031.
4.2 DESIGN OF RISING MAIN 4.2.1 Raising main
To find the most economical diameter, the discharge is first found out from the projected population. Initially 4 or 5 diameters for raising main are selected and the velocity in each diameter pipe found out on the basis of corresponding discharge in each diameter pipe.
The frictional losses in pipes are calculated by Hazan William’s formula. Other losses due to specials, bends etc are taken 10% of frictional losses. Total head is the summation of friction loss, other losses, delivery head, suction head and residual head, using discharge and total head .Break horse power of the pump is determined.
Then cost of pumping machinery, energy charges, operation and maintenance charges are worked out for each raising main diameter pipe. Based on the higher velocity, minimum cost, most economical size of raising main is finally determined. Design head is the greater of head of pumping main plus water hammer head, and two times static head. Then from the design head required pressure class of pipe is determined.
INPUT DATA FOR RAISING MAIN Village : NAVADAGI, Gp: HALKUNDA, Dist :
GULBARGA Borewell to Proposed ELSR (50KL)
Sl.
No.
DESCRIPTION (Refer Longitudinal section)
RESULTS
1 Design Population 1297
2 Per capita Demand (lpcd) 55
3 Value of HWC 145
4 Total Demand 71335.00
5 Total Demand Considering 15% loss
83923.53 6 Required Yield of the Open
Well (lph)
10490.44 7 Number of Hours of
Pumping
8.00 8 Required Yield of the Open
Well (lps)
2.9140 9 C=Hazen Williams Constant
for Pipe material
145 10 L=Total Length or
horizontal length = L1+L2+L3+L4
1318.00
11 SH= Suction Head for Submersible pump (m)
0.00
12 DH= Delivery =
H1+H2+H3+H4 (Refer sketch)
45.95
13 RH=Residual Head (m) 3.00
14 RL of the Pump Set = (RL of Open Well - Pump Set Level (m)
426.14
15 RL of PRO Open Well 441.14
16 Full Supply Level (FSL) = H4+H3+RL of the ground at ELSR point (m)
472.08
Village : Navadagi, Gp : Halkunda, Dist Gulbarga Economical Section of Rising Main From
Borewell to Proposed ELSR (50 KL)
Sl. No. Description 75 90 110 140 160
1 Discharge in (LPS) 2.914 2.914 2.914 2.914 2.914
2 Pumping Hours (hrs) 8.00 8.00 8.00 8.00 8.00
3 Value of HWC for pipe 145 145 145 145 145
4 Length of rising main (m) 1318.00 1318.00 1318.00 1318.00 1318.00
5 Loss per 1000m length (m) 9.4621 3.8842 1.4399 0.4468 0.2319
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6 Actal friction loss (m) 12.4710 5.1193 1.8979 0.5889 0.3056
7 Frictional losses in specials, bends etc. 1.2471 0.5119 0.1898 0.0589 0.0306 8 Delivery Head (m) (pump level to FSL) 45.945 45.945 45.945 45.945 45.945
9 Section Head (m) 0.00 0.000 0.000 0.000 0.000
10 Residual Head (m) 3.00 3.000 3.000 3.000 3.000
11 Total Head (m) 62.663 54.576 51.033 49.593 49.281
12 BHP (60% EFFICIENCY) 4.058 3.534 3.305 3.211 3.191
13 KW required 3.027 2.636 2.465 2.396 2.381
14 Cost of pumping machinery at 4000 per BHP
16231.21 14136.52 13218.64 12815.69 12764.96 15 Energy charges per year (0.746* punping
hrs*365*hp* Energy Chrges)
28727.37 25020.01 23395.47 22735.39 22593.52 16 M&R Depreciation Charges (at 7.5% of
item 14)
1060.24 991.40 991.40 963.43 957.37
17 Total O & M Charges 29787.61 26011.41 24386.87 23698.82 23549.89
18 Capitalised value of O &M charges 199159.95 173912.27 163050.61 158450.29 157454.55
19 Cost of pipe Rs/ per m 66.00 91.00 130.25 225.25 300.25
20 Total cost of pipes 86988.00 119938.00 171669.50 296879.50 395729.50
21 Grand total of capitalised cost for 10 years
302,379 307,987 347,939 468,175 565,949
Forfit the table it is seen that most economical size of rising main is 75 mm dia Water Hammer design for rising main
Sl. No. Description 75 90 110 140 160
1 Dia (mm) (inner dia) 69.30 83.20 102.00 129.70 148.40
2 Type of Pipe PVC PVC PVC PVC PVC
3 Pipe rating (KSC) 6 6 6 6 6
4 Length (m) 1318.00 1318 1318 1318 1318
5 Discharge (Cumecs) 0.002914 0.002914 0.002914 0.002914 0.002914
6 R. L. at GL (m) 441.14 441.14 441.14 441.14 441.14
7 Fullsupply level 472.08 472.08 472.08 472.08 472.08
8 Head of pumping main 30.95 30.95 30.95 30.95 30.95
9 Thickness (mm) 2.850 3.400 4.000 5.150 5.800
10 Area of pipe (sqm) 0.00377 0.00544 0.00817 0.01322 0.01730
11 Velocity (m/s) 0.772 0.536 0.356 0.220 0.168
12 Pressure wave velocity (m/s) 337.967 336.957 330.458 332.410 329.931
13 Water hammer pressure (m) 26.605 18.403 12.008 7.471 5.664
Options for selection of Design Pressures
14 (1) Design Pressure= Static Head + Water Hammer Head
57.55 49.35 42.95 38.42 36.61
15 (2) Design Pressure = 2* Static Head 61.89 61.89 61.89 61.89 61.89
16 Design Head (m) 61.89 61.89 61.89 61.89 61.89
17 Total Pressure (KSC) 6.1890 6.1890 6.1890 6.1890 6.1890
18 Required Pressure Class of Pipe 6 6 6 6 6
Based on economical & water hammer analysis pipe of 75mm 10 ksc is selected
4.3 DESIGN OF DISTRIBUTION NETWORK
VILLAGE : NAVADAGI Pipe
No.
From Node
To Node
Length Node Elevation Flow Node Elevation Flow Flow
1 100 7 140 7 460.511 0.071 1 453.425 0.010 0.010
2 7 13 61 13 457.622 0.031 2 451.270 0.051 0.051
3 7 8 154 8 458.921 0.078 3 452.283 0.043 0.043
4 13 11 10 11 457.266 0.005 4 452.018 0.007 0.007
5 11 6 36 6 454.614 0.018 5 453.756 0.008 0.008
6 6 26 22 26 454.870 0.011 6 454.614 0.018 0.018
7 6 5 16 5 453.756 0.008 7 460.511 0.071 0.071
8 5 3 85 3 452.283 0.043 8 458.921 0.078 0.078
9 3 30 22 30 453.601 0.011 11 457.266 0.005 0.005
10 3 4 14 4 452.018 0.007 12 456.166 0.020 0.020
11 5 1 20 1 453.425 0.010 13 457.622 0.031 0.031
12 1 27 51 27 454.663 0.026 14 458.309 0.008 0.008
13 1 29 34 29 453.480 0.017 15 458.186 0.056
14 29 28 50 28 454.955 0.025 15 458.186 0.022 0.078
15 29 2 100 2 451.270 0.051 16 458.219 0.017 0.017
16 13 14 16 14 458.309 0.008 17 457.836 0.017 0.017
17 14 18 48 18 457.018 0.024 18 457.018 0.024
18 11 12 40 12 456.166 0.020 18 157.018 0.011 0.038
19 14 15 110 15 458.186 0.056 19 455.701 0.026 0.026
20 12 18 22 18 457.018 0.011 20 452.701 0.026 0.026
21 18 17 33 17 457.336 0.017 21 448.136 0.101 0.101
22 17 16 33 16 458.219 0.017 22 455.816 0.029 0.029
23 16 16 44 15 458.186 0.022 23 455.606 0.029
24 15 25 15 25 458.171 0.008 23 455.606 0.026 0.055
25 8 25 47 25 458.171 0.024 24 454.311 0.015 0.015
26 25 23 57 23 455.606 0.029 25 458.171 0.008
27 23 24 29 24 454.311 0.015 25 458.171 0.024 0.031
28 12 19 51 19 455.416 0.026 26 454.870 0.011 0.011
29 19 31 17 31 454.575 0.009 27 454.663 0.026 0.026
30 19 20 51 20 452.701 0.026 28 454.955 0.025 0.025
31 20 21 198 21 448.136 0.101 29 453.48 0.017 0.017
32 20 22 57 22 455.816 0.029 30 453.601 0.011 0.011
33 22 32 53 32 455.899 0.027 31 454.575 0.009 0.009
34 22 23 51 23 455.606 0.026 32 455.999 0.027 0.027
1781 0.908 0.908 0.908
Population
2001 810 2011 948 2021 1109 2031 1297 Per Capit 55
Distribution Total Flow
0.0785 Mid Avg. Flow in Lps 0.9084 lps Total Length 1787 m Avg. Flow in 0.00051 Lps /m ELSR RL 461.781
LOOP Version 4.0
Looped Water Distribution Network Design Program LOOP: Looped Water Distribution Design Program - (C) The World Bank Output Data File : NAVADAGI.OUT 20 December 2010 Page # 1 Echoing Input Variables
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Title of the Project : JAL NIRMAL PROJECT Name of the User : STC
Number of Pipes : 34 Number of Nodes : 31 Type of Pipe Materials Used : PV/
Number of Commercial Dia per Material : 4/
Peak Design Factor : 6 Newton-Raphson Stopping Criterion lps : .001 Minimum Pressure m : 8 Maximum Pressure m : 40 Design Hydraulic Gradient m in km : 1 Simulate or Design? (S/D) : D No. of Res. Nodes with Fixed HGL : 1 No. of Res. Nodes with Variable HGL : No. of Booster Pumps : No. of Pressure Reducing Valves :
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No. of Check Valves : Type of Formula : Hazen's Pipe Data
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Pipe From To Length Diameter Hazen's Pipe Status No. Node Node m mm Const Material (E/P) --- 1 100 7 140.00 104.5 145.00000 PV 2 7 13 61.00 104.5 145.00000 PV 3 7 8 154.00 85.3 145.00000 PV 4 13 11 10.00 104.5 145.00000 PV 5 11 6 36.00 85.3 145.00000 PV 6 6 26 22.00 59.6 145.00000 PV 7 6 5 16.00 71.0 145.00000 PV 8 5 3 85.00 59.6 145.00000 PV 9 3 30 22.00 59.6 145.00000 PV 10 3 4 14.00 59.6 145.00000 PV 11 5 1 20.00 71.0 145.00000 PV 12 1 27 51.00 59.6 145.00000 PV 13 1 29 34.00 59.6 145.00000 PV 14 29 28 50.00 59.6 145.00000 PV 15 29 2 100.00 59.6 145.00000 PV 16 13 14 16.00 71.0 145.00000 PV 17 14 18 48.00 59.6 145.00000 PV 18 11 12 40.00 59.6 145.00000 PV 19 14 15 110.00 59.6 145.00000 PV 20 12 18 22.00 59.6 145.00000 PV 21 18 17 33.00 59.6 145.00000 PV 22 17 16 33.00 59.6 145.00000 PV LOOP: Looped Water Distribution Design Program - (C) The World Bank Output Data File : NAVADAGI.OUT 20 December 2010 Page # 2 Pipe Data cont`d
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Pipe From To Length Diameter Hazen's Pipe Status No. Node Node m mm Const Material (E/P) --- 23 16 15 44.00 59.6 145.00000 PV 24 15 25 15.00 59.6 145.00000 PV 25 8 25 47.00 71.0 145.00000 PV 26 25 23 57.00 71.0 145.00000 PV 27 23 24 29.00 59.6 145.00000 PV 28 12 19 51.00 71.0 145.00000 PV 29 19 31 17.00 59.6 145.00000 PV 30 19 20 51.00 59.6 145.00000 PV 31 20 21 198.00 59.6 145.00000 PV 32 20 22 57.00 59.6 145.00000 PV 33 22 32 53.00 59.6 145.00000 PV 34 22 23 51.00 59.6 145.00000 PV
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Node Data ---
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Node Peak Flow Elevation Min Press Max Press No. lps m m m --- 1 6.00 -0.010 453.42 8.00 40.00 2 6.00 -0.051 451.27 8.00 40.00 3 6.00 -0.043 452.28 8.00 40.00 4 6.00 -0.007 452.02 8.00 40.00 5 6.00 -0.008 453.76 8.00 40.00 6 6.00 -0.018 454.61 8.00 40.00 7 6.00 -0.071 460.51 8.00 40.00 8 6.00 -0.078 458.92 8.00 40.00 11 6.00 -0.005 457.27 8.00 40.00 12 6.00 -0.020 456.17 8.00 40.00 13 6.00 -0.031 457.62 8.00 40.00 14 6.00 -0.008 458.31 8.00 40.00 15 6.00 -0.078 458.19 8.00 40.00 16 6.00 -0.017 458.22 8.00 40.00 17 6.00 -0.017 457.84 8.00 40.00 18 6.00 -0.036 457.02 8.00 40.00 19 6.00 -0.026 455.42 8.00 40.00 20 6.00 -0.026 452.70 8.00 40.00 21 6.00 -0.101 448.14 8.00 40.00 22 6.00 -0.029 455.82 8.00 40.00 23 6.00 -0.055 455.61 8.00 40.00 24 6.00 -0.015 454.31 8.00 40.00 25 6.00 -0.031 458.17 8.00 40.00
LOOP: Looped Water Distribution Design Program - (C) The World Bank
Output Data File : NAVADAGI.OUT 20 December 2010 Page # 3 Node Data cont`d
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Node Peak Flow Elevation Min Press Max Press No. lps m m m --- 26 6.00 -0.011 454.87 8.00 40.00 27 6.00 -0.026 454.66 8.00 40.00 28 6.00 -0.025 454.95 8.00 40.00 29 6.00 -0.017 453.48 8.00 40.00 30 6.00 -0.011 453.60 8.00 40.00 31 6.00 -0.009 454.58 8.00 40.00 32 6.00 -0.027 455.90 8.00 40.00 100 6.00 0.000 461.78 8.00 40.00
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Fixed Head Reservoir Data ---
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Source Head Ref Res?
Node m (R) --- 100 469.82 R
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Commercial Diameter Data ---
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Pipe Dia. Hazen's Unit Cost Allow Press Pipe Int. (mm) Const Rs /m length m Material --- 59.6 145.00000 37.25 40.00 PV 71.0 145.00000 50.50 40.00 PV 85.3 145.00000 68.50 40.00 PV 104.5 145.00000 95.00 40.00 PV
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Looped Water Distribution Network Design OutPut --- ---
BandWidth = 4 Number of Loops = 4 Newton Raphson Iterations = 4 ---
LOOP: Looped Water Distribution Design Program - (C) The World Bank Output Data File : NAVADAGI.OUT 20 December 2010 Page # 4 Pipe Details
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Pipe From To Flow Dia HL HL/1000m Length Velocity No. Node Node (lps) (mm) (m ) (m ) (m ) (m/s ) --- 1 100 7 5.442 104.5 0.57 4.07 140.00 0.63 2 7 13 3.539 104.5 0.11 1.84 61.00 0.41 3 7 8 1.477 85.3 0.15 0.98 154.00 0.26 4 13 11 2.209 104.5 0.01 0.77 10.00 0.26 5 11 6 1.362 85.3 0.03 0.84 36.00 0.24 6 6 26 0.066 59.6 0.00 0.02 22.00 0.02 7 6 5 1.188 71.0 0.03 1.60 16.00 0.30 8 5 3 0.366 59.6 0.04 0.42 85.00 0.13 9 3 30 0.066 59.6 0.00 0.02 22.00 0.02 10 3 4 0.042 59.6 0.00 0.01 14.00 0.02 11 5 1 0.774 71.0 0.01 0.72 20.00 0.20 12 1 27 0.156 59.6 0.00 0.09 51.00 0.06 13 1 29 0.558 59.6 0.03 0.93 34.00 0.20 14 29 28 0.150 59.6 0.00 0.08 50.00 0.05 15 29 2 0.306 59.6 0.03 0.30 100.00 0.11 16 13 14 1.144 71.0 0.02 1.49 16.00 0.29 17 14 18 0.639 59.6 0.06 1.19 48.00 0.23 18 11 12 0.817 59.6 0.07 1.87 40.00 0.29 19 14 15 0.457 59.6 0.07 0.64 110.00 0.16 20 12 18 -0.144 59.6 -0.00 -0.08 22.00 -0.05 21 18 17 0.279 59.6 0.01 0.26 33.00 0.10 22 17 16 0.177 59.6 0.00 0.11 33.00 0.06 23 16 15 0.075 59.6 0.00 0.02 44.00 0.03 24 15 25 0.064 59.6 0.00 0.02 15.00 0.02 25 8 25 1.009 71.0 0.06 1.18 47.00 0.25 26 25 23 0.887 71.0 0.05 0.93 57.00 0.22 27 23 24 0.090 59.6 0.00 0.03 29.00 0.03 28 12 19 0.841 71.0 0.04 0.84 51.00 0.21 29 19 31 0.054 59.6 0.00 0.01 17.00 0.02 30 19 20 0.631 59.6 0.06 1.16 51.00 0.23 31 20 21 0.606 59.6 0.21 1.08 198.00 0.22 32 20 22 -0.131 59.6 -0.00 -0.06 57.00 -0.05 33 22 32 0.162 59.6 0.00 0.09 53.00 0.06 34 22 23 -0.467 59.6 -0.03 -0.67 51.00 -0.17
Note: Negative value indicates the flow in reverse direction in that Pipe
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LOOP: Looped Water Distribution Design Program - (C) The World Bank Output Data File : NAVADAGI.OUT 20 December 2010 Page # 5 Pipe Pressure Details
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Pipe From To Dia Hazen's Pipe Max Press Allow Press Status No. Node Node (mm) Const Material (m ) (m ) (E/P) --- 1 100 7 104.5 145.00000 PV 8.74 40.00 2 7 13 104.5 145.00000 PV 11.52 40.00 3 7 8 85.3 145.00000 PV 10.18 40.00 4 13 11 104.5 145.00000 PV 11.86 40.00 5 11 6 85.3 145.00000 PV 14.49 40.00 6 6 26 59.6 145.00000 PV 14.49 40.00 7 6 5 71.0 145.00000 PV 15.31 40.00 8 5 3 59.6 145.00000 PV 16.76 40.00 9 3 30 59.6 145.00000 PV 16.76 40.00 10 3 4 59.6 145.00000 PV 17.02 40.00 11 5 1 71.0 145.00000 PV 15.64 40.00 12 1 27 59.6 145.00000 PV 15.64 40.00 13 1 29 59.6 145.00000 PV 15.64 40.00 14 29 28 59.6 145.00000 PV 15.55 40.00 15 29 2 59.6 145.00000 PV 17.73 40.00 16 13 14 71.0 145.00000 PV 11.52 40.00 17 14 18 59.6 145.00000 PV 12.04 40.00 18 11 12 59.6 145.00000 PV 12.88 40.00 19 14 15 59.6 145.00000 PV 10.85 40.00 20 12 18 59.6 145.00000 PV 12.88 40.00 21 18 17 59.6 145.00000 PV 12.04 40.00 22 17 16 59.6 145.00000 PV 11.21 40.00 23 16 15 59.6 145.00000 PV 10.85 40.00 24 15 25 59.6 145.00000 PV 10.87 40.00 25 8 25 71.0 145.00000 PV 10.87 40.00 26 25 23 71.0 145.00000 PV 13.38 40.00 27 23 24 59.6 145.00000 PV 14.68 40.00 28 12 19 71.0 145.00000 PV 13.59 40.00 29 19 31 59.6 145.00000 PV 14.43 40.00 30 19 20 59.6 145.00000 PV 16.25 40.00 31 20 21 59.6 145.00000 PV 20.60 40.00 32 20 22 59.6 145.00000 PV 16.25 40.00 33 22 32 59.6 145.00000 PV 13.14 40.00 34 22 23 59.6 145.00000 PV 13.38 40.00
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LOOP: Looped Water Distribution Design Program - (C) The World Bank Output Data File : NAVADAGI.OUT 20 December 2010 Page # 6 Node Details
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Node Flow Elev. H G L Pressure No. (lps) (m ) (m ) (m ) --- 1 -0.060 453.42 469.06 15.64 2 -0.306 451.27 469.00 17.73 3 -0.258 452.28 469.04 16.76 4 -0.042 452.02 469.04 17.02 5 -0.048 453.76 469.07 15.31 6 -0.108 454.61 469.10 14.49 7 -0.426 460.51 469.25 8.74 8 -0.468 458.92 469.10 10.18
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11 -0.030 457.27 469.13 11.86 12 -0.120 456.17 469.05 12.88 13 -0.186 457.62 469.14 11.52 14 -0.048 458.31 469.11 10.80 15 -0.468 458.19 469.04 10.85 16 -0.102 458.22 469.04 10.82 17 -0.102 457.84 469.05 11.21 18 -0.216 457.02 469.06 12.04 19 -0.156 455.42 469.01 13.59 20 -0.156 452.70 468.95 16.25 21 -0.606 448.14 468.74 20.60 22 -0.174 455.82 468.96 13.14 23 -0.330 455.61 468.99 13.38 24 -0.090 454.31 468.99 14.68 25 -0.186 458.17 469.04 10.87 26 -0.066 454.87 469.10 14.23 27 -0.156 454.66 469.05 14.39 28 -0.150 454.95 469.02 14.07 29 -0.102 453.48 469.03 15.55 30 -0.066 453.60 469.04 15.44 31 -0.054 454.58 469.01 14.43 32 -0.162 455.90 468.95 13.05 100 S 5.442 461.78 469.82 8.04
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Pipe Cost Summary ---
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Diameter Pipe Length Cost Cum. Cost (mm) Material (m ) (1000 Rs ) (1000 Rs ) --- 59.6 PV 1179.00 43.92 43.92 71.0 PV 207.00 10.45 54.37 85.3 PV 190.00 13.02 67.39 104.5 PV 211.00 20.05 87.43
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LOOP: Looped Water Distribution Design Program - (C) The World Bank Output Data File : NAVADAGI.OUT 20 December 2010 Page # 7 Pipe-wise Cost Summary
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Pipe Diameter Pipe Length Cost Cum. Cost No (mm) Material (m ) (1000 Rs ) (1000 Rs ) --- 1 104.5 PV 140.00 13.30 13.30 2 104.5 PV 61.00 5.80 19.09 3 85.3 PV 154.00 892.43 911.53 4 104.5 PV 10.00 0.95 912.47 5 85.3 PV 36.00 34.20 946.67 6 59.6 PV 22.00 752.40 1699.07 7 71.0 PV 16.00 0.81 1699.88 8 59.6 PV 85.00 68.68 1768.56 9 59.6 PV 22.00 1510.96 3279.52 10 59.6 PV 14.00 21153.44 24432.96 11 71.0 PV 20.00 1.01 24433.97 12 59.6 PV 51.00 51.51 24485.48 13 59.6 PV 34.00 1751.34 26236.82 14 59.6 PV 50.00 87567.00 113803.82 15 59.6 PV 100.00 8756700.00 8870504.00 16 71.0 PV 16.00 0.81 8870505.00 17 59.6 PV 48.00 38.78 8870544.00
18 59.6 PV 40.00 1551.36 8872096.00 19 59.6 PV 110.00 170649.59 9042745.00 20 59.6 PV 22.00 3754291.25 12797037.00 21 59.6 PV 33.00 123891616.00 136688656.00 22 59.6 PV 33.00 %4088423168.00 %4225112064.00 23 59.6 PV 44.00 %179890634752.00 %184115740672.00 24 59.6 PV 15.00 %2698359341056.00 %2882475130880.00 25 71.0 PV 47.00 2.37 %2882475130880.00 26 71.0 PV 57.00 2.88 %2882475130880.00 27 59.6 PV 29.00 83.48 %2882475130880.00 28 71.0 PV 51.00 2.58 %2882475130880.00 29 59.6 PV 17.00 43.78 %2882475130880.00 30 59.6 PV 51.00 2232.96 %2882475130880.00 31 59.6 PV 198.00 442125.78 %2882475655168.00 32 59.6 PV 57.00 25201170.00 %2882501083136.00 33 59.6 PV 53.00 %1335662080.00 %2883836706816.00 34 59.6 PV 51.00 %68118765568.00 %2951955349504.00
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V. DISCUSSION OF RESULTS
To meet the water demand of the Navadgi village population an existing bore well nearby the village is taken as source, which has sufficient yield according to guidance of geologist.
For the rising main connecting source point and elevated storage tank for 8 hours of pumping, 75 mm diameter 10 ksc pipe is provided based on the water hammer analysis. It achieved the economy and has higher velocity as compared to other commercial diameters of raising main which are 90mm, 110mm, 140mm, and 160mm. Velocity in the provided diameter pipe is less than the maximum permissible limit of 1.2m/s.
Elevated storage water tank is designed for half day water requirement of village population, which reduced the construction cost of storage tank. It is provided at a staging of 7.5m, which maintained a minimum residual pressure head of 8m at the nodes of distribution network. Pipe network is analyzed by software for the flows in each pipe by dividing the network into 4 numbers of loops.
Distribution pipes are designed by providing suitable combination. Results of distribution pipes satisfied the desired requirements. Pressure heads obtained by such combination of distribution pipes are within the maximum and minimum allowable pressure heads at each node of the distribution network.
Discharges in distribution pipes are sufficient to meet the water demand within 4 hours of supply and velocities are also within maximum permissible limits.
Selected combination of diameters of distribution pipes fulfilling the design requirements worked out to be economical when compared with other combinations.
VI. CONCLUSION
Based on the results obtained from the software used for designing rural water supply pipelines, following conclusions are made.
Loop-4 software is capable of analyzing and designing a feasible or workable water distribution system, but its capacity is limited to 1000 pipes and 750 nodes.
Scheme for workable design is based upon adjusting the discharges in each pipe of corresponding loop, and checking the available pressure heads with permissible pressure heads limits.
Accuracy of results, program efficiency, effectiveness of design, being the main concern of our project, can be obtained by using this software.
As this software is simple, faster, and easy to handle, it can be preferred for the analysis of distribution pipe network than other software, especially for rural areas.
VII. SCOPE FOR FURTHER STUDY
Scope of the study for further improvements to be made for the analysis of water supply pipe network involves the particulars shown below.
Identification of deficiencies in software and making necessary corrections.
Increasing the limitations of the software such as pipe numbers, node numbers etc, so that it can be used for analyzing the more complex pipe networks in towns.
Updating the software according to the needs of grooving modern life standards.
Introducing other features such as drawing, design of storage water tank etc in the software to reduce the use of other software and save cost and time.
Solving the pipe network using other available new software and comparing the results with Loop- 4 to make the required improvements in software.
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Giving more emphasis on most feasible design and economy of the project.
REFERENCES
Text books:
[1] Satheesh Gopi, et.al “Advanced surveying (Total station)”, published by Dorling Kindersley (India) Pvt.Ltd (2008), PPN 145-151.
[2] S.K Garg “Environmental Engineering I & II”, published by Kanna publishers (2008),PPN 725- 735.
[3] S.C Rangawala “Water Supply and Sanitary Engineering published by R.T Patel, Rupalee publication (2008), PPN 112.
Websites
[1] http://www.skat.ch , “review of modeling software for rapid distribution networks”, 2nd edition june 2008.
[2] http://www.emcentre.com/, “Loop-4 software manual”.
