Design water supply scheme

By
ABY M MUNDACKAL
PLANNING AND DESIGNING OF A WATER SUPPLY
SCHEME TO VELLIYAMATTOM AND PART OF
ALAKKOD VILLAGE OF THODUPUZHA TALUK IN
IDUKKI DISTRICT OF KERALA STATE

Content
 Introduction
 Objective
 Literature Review
 Scope of Work-Data collection
 Design of Water Supply Scheme
 Summary and Conclusions
 References

Introduction
 The Project is envisaged for providing potable
drinking water to the entire area of Velliyamattom
Panchayath.
 Velliyamattom Panchayath is situated in Elamdessom
Block and it extends over an area of 36.6 sq. km. with
a population of 26962 based on 2011 census.
 The boundaries of Velliyamattom Panchayath are
Udumbannoor Panchayath at North, Part of
Arakkulam Panchayath and Kudayathoor Panchayath
at South, Arakkulam Panachayath at East and
Alakkode at West.

Define Problem
 Velliyamattom Panchayath situated at the South -
Western part of Idukki district being a draught prone
area during the lean months, reels under acute water
scarcity.
 The terrain of the Panchayath area is very highly
undulated. The subsoil is medium rock and hard rock
in this area. The Panchayath is blessed with the
perennial river known as Thodupuzha River and a
water reservoir at Malankara.
 The existing WSS in these areas are inadequate.

Main Objective
The main objective of this study is to plan and
design an integrated water supply scheme to hilly
habitations in Velliyamattom Panchayath in Idukki
district of Kerala state.

The specific objectives
 Assessment of existing water supply schemes under
the study area.
 Raw water quality analysis and design of a suitable
treatment plant.
 To design the intake structure and raw water pumping
stations.
 Economic design of pumping main and storage
reservoir.
 To design the network system for each zone using
LOOP/GEMS software for optimum pipe network.

Review of Literature
 Planning of water supply scheme
 Design period of water supply projects
 Population Forecast
 Water Demand
 Unit Operations of Water Treatment Plant
 Aeration
 Coagulation and Flocculation
 Sedimentation and Clarification
 Settling zone
Conti…

Typical Flow Diagram of a Water Treatment Plant

Literature Review
 Filtration
 Backwashing of Filters
 Disinfection
 Quality Standards
 Distribution system
 Design of Pressure Pipelines
 Minimum Pipe Sizes
 Pipe and Material of Construction
 Residual Pressure

Scope of work-Data collection
 The present work aims to study the present state of
the existing scheme.
 The scope of the work cover the new water supply
scheme
 The required data gathered from Kerala water
authority and local self government department.

Existing Water Supply Scheme
 Accelerator Rural Water Supply Scheme to
Velliyamattom
 Rural Water Supply Scheme to Karukapalli
 Rural Water Supply Scheme to Thenmary
 Rural Water Supply Scheme to Vettimattom

Water Quality Analysis
 The results show that Turbidity, Total Dissolved
Solids, Total
Hardness, Calcium, Magnesium, Alkalinity, Iron, C
hlorine, Nitrates, Sulphate and Fluoride within the
desirable limits prescribed by Bureau of Indian
Standards for drinking water.
 The pH values of water range from 5.14 to
6.05 indicating that the water is so.mewhat
acidic

22653
24513
26962
29706
33039
36961
22653
24513
26962
29416
32092
35013
22653
24513
26962
29117
31272
33427
20000
25000
30000
35000
40000
1991 2001 2011 2021 2031 2041
POPULATION
YEAR
INCREMENTAL INCREASE
METHOD
GEOMETRICAL INCREASE
METHOD
ARITHMETICAL INCREASE
METHOD
Population Forecasting Graph

Population Projection and Water Demand
Sl.
No.
Name of the Villages
Popn. as
per
Census
Projected Population
in
Water demand @
70 lpcd in mld
2011 2016 2031 2046 2016 2031 2046
1
VELLIYAMATTAM AND
ALAKKODU (PART)
VILLAGES
26962 28,260 33,039 39,143 1.98 2.31 2.74
Other Demand :-
Industrial, Institutional,
Fire fitting and Pilgrim
demand (Assuming 20%
of Domestic demand)
0.40 0.46 0.55
Leakage Provision
(Assuming 18% of
Domestic Demand)
0.36 0.42 0.49
TOTAL WATER
DEMAND
2.73 3.19 3.78

Design of Pump and Pumping main
Length of Pumping Main -1800m
Ultimate demand in 2046 -3.78mld
Demand including 5% wastage -3.98mld
Hours of pumping -23hrs
Rate of pumping in lps - 48.07lps -4.15mld
Diameter required assuming velocity of 1m/s -247.458
say - 250mm
Static Head
 Inlet level of aerator -163.800m
 Foot valve level -34.000m
 Static Head including 1m residual head -130.800m
 Floor level of pump house -46.250m
 Suction head1 -2.250m

Head Loss for Different Pipe Sizes
Sl.
No.
Pipe
size
in
mm
HWC
Frictional losses
Class of
pipe
Max.
Wor
king
Pres
sure
Whet
her
safe
or not
hf
/1000
m
Friction
al loss
Other
losses
Total
loss
Total
Head
(H1)
1 200 140 10.40 18.72 1.87 20.59 152 DI-CL-K9 620 safe
2 300 140 1.44 2.59 0.26 2.85 134 DI-CL-K9 490 safe
3 350 140 0.68 1.22 0.12 1.35 133 DI-CL-K9 450 safe
4 250 140 3.51 6.32 0.63 6.95 138 DI-CL-K9 540 safe

Computation of Water Hammer and
Total Head including Surge
Sl.
No
.
Dia
in
mm
Class of
pipe
veloc
ity,v
K/E
value
a=1425/
(1+K/E*d
/t)^0.5
Head due
to water
hammer
Hmax =a
v / g
Total
max.h
ead
Hmax +
H
max
.working
pressure
includin
g surge
Whethe
r safe
or not
1 200 DI-CL-K9 1.53 0.0121 1213.865 189 341 740 Safe
2 300 DI-CL-K9 0.68 0.0121 1161.895 81 215 590 Safe
3 350 DI-CL-K9 0.50 0.0121 1144.588 58 191 540 Safe
4 250 DI-CL-K9 0.98 0.0121 1185.504 118 256 650 Safe

Economic size calculation
Sl.
No.
Dia. of
pipe
mm
Class
of Pipe
Total
Head
in
Meters
HP
require
d
Rou
nde
d to
Cost
of
pump/
HP
Costof
pump
(100%
stand
by) in
THS
Cost
of
pipe
in
THS
Annua
l
energ
y
charg
es
Capitali
sed
cost of
energy
charges
Total
cost in
THS
Remarks
H1
1
200
DI-CL-
K9
152.00 141.95 145
14510
4208 3312 8765 74621 82141
300 DI K
9 is most
economi
cal
2
300
DI-CL-
K9
134.00 125.14 130
14510
3773 5895 7727 65784 75452
3
350
DI-CL-
K9
133.00 124.21 125
14510
3628 6804 7669 65291 75723
4
250
DI-CL-
K9
138.00 128.88 130
14510
3773 4284 7958 67751 75808

Design of Raw Water Pump sets
Ultimate water demand including 5% wastage -3.98mld
Rate of pumping -48.07lps say 50 lps
Total head to be raised -134m
H.P.required (assuming 70% efficiency) - 127.619HP
say130HP
Hence, one being standby,
provide 2 nos. 130H.P.V.T. pumpsets

SI
No
LOCATION TOTAL
HEAD
FLOW
(LPS)
HP DIA.
(mm)
LENG
TH(M)
TYPE
1 Raw Water 134 50 130 300 1800 DI K9
2 CW Gravity line – sump 250 3050 DI K9
3 CW pumping line -Zone 2 170 1.5 5 65 2000 GI B
4 CW pumping line Zone 3 70 13 20 150 800 DI K9
5 CW pumping line Zone 4 215 3 15 80 2950 GI B
Details of Pump and Pumping Main

Schematic Diagram of Velliyamattom
Proposal

Details of Reservoir
SI.
No
LOCATION OF
STORAGE
RESERVOIR
TYPE CAPACITY
(lakh liters)
INPUT
LEVEL
OUTPUT
LEVEL
1 C W Sump at TP GLSR 3.5 155.50 155.00
2 Sump cum PH at
Velliyamattom
GLSR 1.6 131.000 128.00
3 Existing tank at
Mandirampara
GLSR 0.3 314.00 312.75
4 Puliyanthandu GLSR 2.5 193.50 190.50
5 Existing tank at
Kurithikulam
GLSR 0.50 312.50 309.50
6 Near G. LP S ay
Kuzhijalikavala
GLSR 2.5 173.00 170.00
7 Meenachilpara GLSR 2.8 234.00 231.00
8 Poomala GLSR 1.60 234.00 231.00
9 Meethotty GLSR 0.55 382.00 379.50

Zone Wise Projected Population and Water
Demand Calculation
Sl.
No.
Name of Zone
Popn. as
per Census
Projected Population
Water demand @70 lpcd
mld
(Including All Demand)
2011 2016 2031 2046 2016 2031 2046
1
Zone I - C. W. Sump at TP site near
Nellikkamala Jn.
(Including 10% of Other Demand)
2966 3109 3634 4306 0.297 0.347 0.411
2 Zone II - Existing GLSR at Mandirampara 539 565 661 783 0.047 0.056 0.066
3
Zone III - GLSR at
Puliyanithandu(Including 25% of Other
Demand)
4853 5087 5947 7046 0.516 0.604 0.715
4
Zone IV - Existing GLSR at
Kuruthikkalam
1348 1413 1652 1957 0.119 0.139 0.164
5
Zone V - GLSR near Kuzhinjalikavala
5123 5369 6277 7437 0.540 0.631 0.748
6
Zone VI - GLSR near Meenachilpara
5662 5935 6938 8220 0.605 0.708 0.838
7
Zone VII - GLSR at Chempakathinal
mala(Including 10% of Other Demand)
5123 5369 6277 7437 0.487 0.569 0.674
8 Zone VIII - GLSR at Methotty 1348 1413 1652 1957 0.119 0.139 0.164
TOTAL WATER DEMAND 26962 28260 33038 39143 2.73 3.19 3.78

Distribution Network
SI
No
Zone Total
length
Diameter of pipe Pressure head Total
Flow
(LPS)maximum minimum maximum minimum
1 Zone - 1 17905 160 50 102.40 7.53 14.27
2 Zone - 2 2671 75 50 142.28 22.28 2.283
3 Zone - 3 16133 200 50 110.09 8.99 24.831
4 Zone - 4 8313 140 50 132.36 7.4 5.708
5 Zone - 5 21185 200 50 113.55 7.0 25.973
6 Zone - 6 19245 200 50 100.81 7.0 29.112
7 Zone - 7 35461 200 50 148.49 7.0 23.404
8 Zone - 8 11564 110 50 161.78 8.90 5.708
Total 132477 131.289

Design of Treatment Plant -4MLD

Rapid sand filter
Assume filter rate - 80 lpm/m2
Area required - 37.11 m2
Provide total area of filter bed 30 m2
Number of filter beds (Q0.5/4.69) - 2.82
Say 2 Beds
Stand by 0 Bed
Total beds needed 2 Beds
Area for each bed - 15.00 m2
Say 15.00 m2
Assume L/B - 1.25
Width B - 3.46 m
Length - 4.33 m
Provide size 4.50 x 3.50 m
Area provided - 15.75 m2
Sand layer
Provide sand depth 75 cm
Effective size 0.45 - 0.70mm, Uniformity coefficient 1.30 - 1.70
Check for break through of floc through sand bed for 100 % over load
Qx d3 x h /L = B x 29323 (Hudson formula)
Depth of sand layer required - 0.44 m
Depth provided is 75 cm
Hence safe for 100 % over loading
Grvel layer
Provide gravel of size 65 mm - 38 mm to 5 mm - 2 mm
Total depth of gravel 65 cm
Bottom most portion - 65 mm - 38 mm size for a depth of 29 cm to cover U/D pipe and support of U/D pipe
Water depth above sand 130 cm
Total depth of filter box needed 270 cm
Provide total depth 3.00 m

Summary
 provide a rural water supply project to 15 habitations in
Velliyamattom and surrounding villages.
 project includes the water treatment plant of 4MLD and
pumping mechanism to nine ground level storage reservoirs,
132477 m distribution network
 The proposed scheme includes the maximum utilization of
existing infrastructure such as raw water pump house, land,
some pumping line and service reservoir.

Conclusions
 The village has sufficient water sources but there is no system
to uptake into the highly elevated areas.
 Raw water is proposed to be treated with the process of
aeration, flocculation, clarification, rapid sand filtration
disinfection and distribution.

Recommendations
 pressure reducing ferrule valve is required to reduce the
pressure in the collecting location.
 Due to the terrine undulation, if the land is available near
Idukki dam it is very economical to supply the entire area
through gravity.
 use GIS to conduct more systematic and authentic study

Reference
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