DESIGN OF DISTRIBUTION NETWORK FOR WATER SUPPLY
I. Design DataLocation:Present Population:
II. Design ProcedureWater Demand
Design Criteria
a. Design Period: Five (5) yearsb. Average Household Size: Six
(6) personsc. Design Population: 1.16 x present populationd. Water
Consumption Rate:Public Faucet System .. 60 LPCDHousehold
Connection .. 100 LPCDe. Average Day DemandDesign Population x
Water Consumption Rate1.3 x Average Day Demandf. Maximum Day
Demandg. Maximum Hour DemandLess than 100 households or 600
persons
More than 100 households or 600 persons
III. Types of Service ConnectionPublic Faucet SystemDesign
Criteria
a. Number of Households per public faucet: Five (5) householdb.
Minimum Pipe Size: 19 mmc. Location should be equidistant to Five
(5) household that will be served.d. Minimum residual or pressure
head at the remotest end on the system: 3 m (approx. 4.6 psi).e.
Average of Velocity of flow: Main and Distributed Pipe = 0.8
m/s
IV. Types of Elevated Water Tank
a. Floating on the Line Systemb. Fill and Draw System
V. Location of Distributed Layout
a. Northern Sideb. Eastern Side
VI. Two Types of Distribution System
a. End Connectionb. Loop System (Hardy Cross Method)
VII. Pipe Materials
a. Galvanized Iron (GI) PipesAvailable in sizes: 13 mm, 19 mm,
31 mm, 50 mm, 63 mm, 75 mmAvailable in length: 6 meters
b. PVC PipeAvailable in sizes: 13 mm, 19 mm, 38 mm, 50 mm, 63
mm, 75 mm
VIII. Design of Reservoir and Pump
Design of Reservoir CapacityCriteria for Capacity = Average Day
Demand
Design of pump Capacity
Criteria
a. Pump Capacity should at least be enough to supply the maximum
day demand of the area to be served.b. Pump operating time should
be 12 hours daily estimated pump capacity.
Estimate the time capacity:
a. Pump Capacity
b. Frequency of filling the reservoir
c. Reservoir of filling time
IX. Working Formula
(Hazen Williams)Where:Q = Discharge (lit/sec or C = Hazen
William Coefficient GI = 100 PVC = 140D = Diameter (mm)S = Slope
[
X. Design Criteria per Household
Design for Two (2) Household
Present Population
Design Population
Average Day Demand
*use public faucet
Maximum Hour Demand
Design for Three (3) Household
Present Population
Design Population
Average Day Demand
*use public faucet
Maximum Hour Demand
Design for Four (4) Household
Present Population
Design Population
Average Day Demand
*use public faucet
Maximum Hour Demand
Design for Five (5) Household
Present Population
Design Population
Average Day Demand
*use public faucet
Maximum Hour Demand
DISTRIBUTIONOF PIPES
LAYOUT OF WATER DISTRIBUTION SYSTEM
Subdivision Plan with Pipelines
Subdivision Plan with Discharge
Subdivision Plan Pipelines Only
Subdivision Plan Pipelines with Distances
COMPUTATIONOF DISCHARGES
COMPUTATION OF DISCHARGE
COMPUTATION AND LAYOUT OF DIAMETER & HEADLOSS IN PIPES
LAYOUT PIPE 1 TO E.W.T.
COMPUTATIONS OF DIAMETER & HEADLOSS[ D1 DT ] & [ hf1 hfT
]
For For
For
For
For
For
For
For
For
For
For
For
For
For
For
For For
For
For
For
LAYOUT PIPE 32
COMPUTATIONS OF DIAMETER & HEADLOSS[ D32 ] & [ hf32
]
For
LAYOUT PIPE 29
COMPUTATIONS OF DIAMETER & HEADLOSS[ D29 ] & [ hf29
]
For
LAYOUT PIPE 24 TO 26
COMPUTATIONS OF DIAMETER & HEADLOSS[ D24 D26 ] & [ hf24
hf26 ]
For
For
For
LAYOUT PIPE 20 TO 21
COMPUTATIONS OF DIAMETER & HEADLOSS[ D20 D21 ] & [ hf20
hf21 ]
For
For
LAYOUT PIPE 13 TO 16
COMPUTATIONS OF DIAMETER & HEADLOSS[ D13 D16 ] & [ hf13
hf16 ]
For
For
For
For
LAYOUT PIPE 10 TO 11
COMPUTATIONS OF DIAMETER & HEADLOSS[ D10 D11 ] & [ hf10
hf11 ]
For
For
SUMMARY OF DISCHARGES
PIPELINEDISCHARGE
10.061
20.123
30.183
40.243
50.304
60.365
70.425
80.462
90.559
100.049
110.097
120.656
130.049
140.109
150.170
160.219
170.875
180.936
190.960
200.097
210.194
221.155
231.216
240.024
250.085
260.146
271.362
281.423
290.036
301.459
311.520
320.061
331.581
SUMMARY OF DISTANCES
PIPELINEDISTANCE (m)
175.00
290.59
375.00
467.58
539.14
645.43
740.02
852.91
914.09
1060.00
1151.67
1256.67
1322.50
1445.00
1522.50
1623.28
178.42
1842.99
1913.90
2060.00
2150.19
2214.68
2364.43
2422.50
2530.00
2633.88
2710.57
2868.55
2917.56
306.45
3130.66
3244.34
SUMMARY OF PIPE DIAMETERS
PIPELINEDIAMETER
10.019 m
20.020 m
30.024 m
40.027 m
50.029 m
60.031 m
70.033 m
80.034 m
90.037 m
100.019 m
110.019 m
120.039 m
130.019 m
140.019 m
150.019 m
160.019 m
170.043 m
180.044 m
190.045 m
200.019 m
210.019 m
220.048 m
230.049 m
240.019 m
250.019 m
260.019 m
270.051 m
280.052 m
290.019 m
300.052 m
310.053 m
320.019 m
330.054 m
SUMMARY OF HEADLOSS
PIPELINEHEADLOSS
10.624 m
22.121 m
31.532 m
41.324 m
50.819 m
60.963 m
70.832 m
81.108 m
90.278 m
100.331 m
111.028 m
121.166 m
130.124 m
141.114 m
151.262 m
162.080 m
170.183 m
180.948 m
190.288 m
201.193 m
213.602 m
220.313 m
231.367 m
240.034 m
250.466 m
261.427 m
270.228 m
281.456 m
290.057 m
300.144 m
310.671 m
320.369 m
330.133 m
TECHNOLOGICAL INSTITUTE OF THE PHILIPPINES1338 ARLEGUI ST.
QUIAPO, MANILA
CEE 553CE 51FAI
DESIGN OF DISTRIBUTION NETWORK FOR WATER SUPPLY
Submitted By:
Anes, Roselle J.Blanche, Paola Lei F.Estrabon, Maria Andrea
S.Guerrero, Abegail Ralleca, Ma. Rhette Samantha M.Salvador, Ma.
Eloisa F.
Submitted To:Engr. Winfredo Gonzales
Date:March 18, 2015Page 38
