Download - Domestic Water Booster Pump Calculations
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Project :Zanitty Example
HYDRAULIC CALCULATION
FOR
DOMESTIC WATER BOOSTERPUMP
( 1 ) WATER DEMAND
( 2 ) TOTAL DYNAMIC HEAD
SUPPLIER
LAMAH EST.P.O. BOX : 4814 RIYADH 11412 KSA
TEL: 4788650 FAX : 4769138
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Project :Zanitty Example
HYDRAULIC CALCULATION
FOR
IRRIGATION PUMPS( TOTAL DYNAMIC HEAD )
SUPPLIER
LAMAH EST.P.O. BOX : 4814 RIYADH 11412 KSA
TEL: 4788650 FAX : 4769138
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Project :Zanitty Example
HYDRAULIC CALCULATION
FOR
FIRE PUMPS( TOTAL DYNAMIC HEAD )
SUPPLIER
LAMAH EST.P.O. BOX : 4814 RIYADH 11412 KSA
TEL: 4788650 FAX : 4769138
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Project :Zanitty Example
General data :
Required capacity : 750 GPM
Outlet pressure : 65 PSI (45 m)
Farthest fire hydrants working together : 3
Flow for each fire hydrant : 250 GPM
Static head : 4.5 m
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Project :Zanitty Example
Table of total fixtures
Fixture type : PRIVATE
Kitchen sink
Shower
3rd F 5th FB1
Service sink
Bath tub
6th F 9t8th F
Urinal (flush tank)
FIXTURES / POINT NO.
Water Bidet
Water closet (flush tank)
7th FG.F. 2nd.F 4th F.
Ablution (Public)
Urinal (1" flush valve)
Urinal (3/4" flush valve)
F.F
Laundry
Water closet (flush valve)
Dishwashing machine
Hose for W.C
Lavatory (& H.B.)
Janitor Sink
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Project :Zanitty Example
DOMESTIC WATER TRANSFER PUPM DEMAND
TOTAL DOMESTIC WATER DEMAND CALCULATION Fixtures type : PRIVATE
Cold Hot Total Cold Hot Total
6 6
3 30.75 0.75 1
0.75 0.75 1
0.75 0.75 1
Janitor Sink 0.75 0.75 1
1.5 1.5 2
1.5 1.5 2
1.5 1.5 2
1.5 1.5 2
1 1
1.5 1.5 2
1 1 1.5
10 10
5 5
3 3
Assuming Peak factor : 1.8Duration : 60 min
The mean demand gpm (mean demand = peak demand / peak factor )Overhead tank size gallon ( Overhead tank size = (peak demand - mean demand) x duration }
m3
Transfer pump capacity gpm ( Transfer pump capacity = mean demand , Assuming one pumpm /h running & one standby)
l/s
WATER DEMAND ( m3/ h )
FIXTURES
Urinal (3/4" flush valve)
Urinal (flush tank)
Shower
Bath tub
Weight in Fixture units
Kitchen sink
Water closet (flush valve)
Water closet (flush tank)Water Bidet
Hose for W.C
Lavatory (& H.B.)
Service sink
Total Fixture Units
WATER DEMAND ( GPM )
Dishwashing machine
Laundry
Ablution (Public)
Urinal (1" flush valve)
Total weight in fixture unitsQuantity
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Project :Zanitty Example
POTABLE WA TER PUMPS
Flow rate through the piping sy stem to the farthest point
cold
hot
Total
Add
T.Fix.
Totalf.u
Add
T.Fix.
Totalf.u
Add
T.Fix.
Totalf.u
Add
T.Fix.
Totalf.u
Add
T.Fix.
Water closet (flush valve) 6 6
Water closet (flush tank) 3 3
Water Bidet0.75
0.75
1
Hose for W.C0.75
0.75
1
Lavatory (& H.B.)0.75
0.75
1
Janitor Sink0.75
0.75
1
Service sink1.5
1.5 2
Shower1.5
1.5 2
Bath tub 1.5
1.
5
2
Kitchen sink1.5
1.5 2
Dishwashing machine 1 1
Laundry1.5
1.5 2
Ablution (Public) 1 11.5
Urinal (1" flush valve) 10
10
Urinal (3/4" flush valve)5 5
Urinal (flush tank) 3 3
SUM Total f.u.
Flow rate ( gpm )
FIXTURES / POINT NO.
PRIVATE
Load
Total
H-II-J
Total Total Total
F-GG-H E-F
Total
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Project :Zanitty Example
Head loss calculation using ( 1 ) COLBROOK Formula ForDOMESTIC WATER BOOSTER
no. mm m mm GPM l/s0.21.01.02.00.30.30.90.52.01.0 1/1 m m/s 1/1
PUMP TO A 300 PVC 267 10 0.01 400 25.2 3 1 1 1 1 1 6.9 10 0.44873 119991
A TO B 300 PVC 267 83 0.01 400 25.2 1 0.9 0.44873 119991
B TO C 350 PVC 302 879 0.01 350 22.1 8 1 2.9 0.30701 92840.3
C TO D 250 PVC 213 195 0.01 100 6.3 2 1 1.1 0.17714 37694.5
D TO E 200 PVC 170 322 0.01 100 6.3 3 1 1 3.4 0.27691 47129.3
E TO F 150 PVC 136 47 0.01 50 3.15 2 1 1.1 0.21621 29447
F TO G 63 PVC 53.6 32 0.01 50 3.15 1 1 1 1.8 30 1.39602 74826.5
TOTAL 1,568 3 1 1 1 1 16 1 5 2 1 18.1 40 3.27074 521920
Static head = 40
Outlet pressure 35 PSI = 5
total friction loss = 2
total dynamic head = 47
Add 30 % safety = 61
reducer
gatevalve
no.partofpipe
DN
Nominaldiameter
Footvalve
ID
PipeInnerdiameter
L
Pipelength
K
Piperoughness
Q
Flow
rate
Multimediafilter
Strainer
dischargeoutlet
V
MeanVelocity
RE
Reynoldsnumber
Totallocalfactors
DN
checkvalve
GH
Statichead
Local factors of fittings
elbow
(45leg.)
elbow
(90leg.)
tee
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DOMESTIC WATER BOOSTER
Project :Zanitty Example 0
Head Loss Calculations:
The total friction loss Hs Consist of:
Hs = Hs1 + Hs2 . (1)
Where: Hs1 : Friction loss Inside pipes
Hs2 : Friction loss inside fittings
Linear friction loss equation:
Hs = J . L ... .... (2)
J = l . V / ( 2 g D ) .... (3)
Where: J : linear loss factor
L : length Of the pipe (m.)
l : friction loss factor (COLBROOK-WHITE formula)
V : velocity of water (m/s)
g : gravity acceleration (9.81 m/s)
D : pipe inside diameter (m.)
COLBROOK WHITE formula:.. ( 4 )
1
sqr(l)
Where: K : pipe inside Surface roughness (m.)
D : pipe inside diameter (m.)
RE : REYNOLDS no. is given as follows: (1/1)
RE = V x D / n . ( 5 )
Where: n : water viscosity= ( n = 1E-06 m2/s)
V : velocity of water (m/s)
D : pipe inside diameter (m.)
V = Q / A .... ( 6 )
Where: Q : flow rate (m/s)
A : cross section are of the pipe (m)
Re x sqr( l ))
2.51= - 2 x log [ +
k
3.7 x D
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Data for the First pipe : 300 PVC Pipe type & size 300
315 mm Out side diameter (mm)
23.8 mm Wall thickness (mm)
D = 0.2674 m : pipe inside diameter (m.)
K = 0.00001 m : pipe inside Surface roughness (m.)
Flow : Q = 400.0 GPM = 25.2 l/s = 0.0252 m/sec
A = p x D2
/ 4 = 3.14 x 0.267 / 4 = 0.05616 m
V = Q / A = 0.449 m/s
Re = V x D / n = 0.449 x 0.2674 / 0.000001 = 119991.16
1
sqr(l) x sqr( l )
By solving above equation :
l = 0.01754
Loss m per 100 m = J x 100 = 0.00067 x 100 m = 0.067 m / 100m
Pipe length L = 10.0 m
dh(1) Liner loss = J x L = 0.00067 x 10.0 = 0.007 m
2.51
3.7 x 0.267 119991.2= - 2 log [
2 x 9.81 x 0.2674
]
= 0.00067 m/m
0.00001+
J = l . V / ( 2 g D ) =0.01754 x 0.4487 x 0.449
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Local losses equation is given as follows:
HS2 = SUM ZE . V / ( 2 . G ) .... (7)
Where: G : Gravity acceleration (9.81 m/s)V : Velocity of water (m/s)
SUM ZE : Sum of local loss factors
SUM ZE = gate valve 3 x 0.2 = 0.6
Multimedia filter 1 x 1 = 1
Foot valve 1 x 1 = 1
check valve 1 x 2 = 2
elbow ( 45 leg.) 1 x 0.3 = 0.3
elbow ( 90 leg.) 0 x 0.3 = 0
tee 0 x 0.9 = 0
reducer 0 x 0.5 = 0
Strainer 1 x 2 = 2discharge outlet 0 x 1 = 0
Total local factors =
HS2 = SUM ZE . V / ( 2 . g )
DH Total loss = HS1 + HS2 = 0.007 + 0.071 = 0.078 m
Total head (DH+GH) / pipe = Static head + Friction losses . ( 8 )
= 10.0 + 0.078 = 10.078 m
= 0.0708 m
6.90
HS(2) = SUM ZE.x V / ( 2 g ) = 6.9 x0.4487 X 0.4487
2 x 9.81
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Data for the Second pipe : 300 PVC Pipe type & size =f_loss!B11
315 mm Out side diameter (mm)
23.8 mm Wall thickness (mm)
D = 0.2674 m : pipe inside diameter (m.)
K = 0.00001 m : pipe inside Surface roughness (m.)
Flow : Q = 400.0 GPM = 25.2 l/s = 0.0252 m/sec
A = p x D2
/ 4 = 3.14 x 0.267 / 4 = 0.05616 m
V = Q / A = 0.177 m/s
Re = V x D / n = .177 x 0.2674 / 0.000001 = 37694.59
1sqr(l) x sqr( l )
By solving above equation : l =
Loss m per 100 m = J x 100 = 0.00017 x 100 m = 0.017 m / 100m
Pipe length L = 83.0 m
dh(1) Liner loss = J x L = 0.00067 x 83.0 = 0.056 m
0.02241
2 x 9.81 x 0.2674
0.02241 x 0.1771 x 0.177
37694.6= - 2 log [ 0.00001 + 2.51
3.7 x 0.267]
= 0.00017 m/mJ = l . V / ( 2 g D ) =
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Local losses equation is given as follows:
HS2 = SUM ZE . V / ( 2 . G )
SUM ZE = gate valve 0 x 0.2 = 0Multimedia filter 0 x 1 = 0
Foot valve 0 x 1 = 0
check valve 0 x 2 = 0
elbow ( 45 leg.) 0 x 0.3 = 0
elbow ( 90 leg.) 0 x 0.3 = 0
tee 1 x 0.9 = 0.9
reducer 0 x 0.5 = 0
Strainer 0 x 2 = 0
discharge outlet 0 x 1 = 0
Total local factors =
HS2 = SUM ZE . V / ( 2 . g )
DH Total loss = HS1 + HS2 = 0.056 + 0.009 = 0.065 m
Total head (DH+GH) / pipe = Static head + Friction losses
= 0.0 + 0.035 = 0.035 m
2 x 9.81= 0.0018 m
0.90
HS(2) = SUM ZE.x V / ( 2 g ) = 0.9 x0.1771 X 0.1771
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Data for the Third pipe : 350 PVC Pipe type & size
355 mm Out side diameter (mm)
26.3 mm Wall thickness (mm)
D = 0.3024 m : pipe inside diameter (m.)K = 0.00001 m : pipe inside Surface roughness (m.)
Flow : Q = 350.0 GPM = 22.05 l/s = 0.02205 m/sec
A = x D2
/ 4 = 3.14 x 0.302 / 4 = 0.07182 m
V = Q / A = 0.307 m/s
Re = V x D / n = .307 x 0.3024 / 0.3 = 92840.38
1sqr(l) x sqr( l )
By solving above equation : l =
Loss m per 100 m = J x 100 = 0.00029 x 100 m = 0.029 m / 100m
Pipe length L = 879.0 m
dh(1) Liner loss = J x L = 0.00029 x 879.0 = 0.257 m
Local losses equation is given as follows:
HS2 = SUM ZE . V / ( 2 . G )
SUM ZE = gate valve 0 x 0.2 = 0Multimedia filter 0 x 1 = 0Foot valve 0 x 1 = 0check valve 0 x 2 = 0elbow ( 45 leg.) 0 x 0.3 = 0elbow ( 90 leg.) 8 x 0.3 = 2.4tee 0 x 0.9 = 0reducer 1 x 0.5 = 0.5Strainer 0 x 2 = 0discharge outlet 0 x 1 = 0
0 =
HS2 = SUM ZE . V / ( 2 . g )
= HS1 + HS2 = 0.257 + 0.014 = 0.271 m
= Static head + Friction losses
= 0.0 + 0.271 = 0.271 m
2.90
2 x 9.81 x 0.3024
2 x 9.81
J = l . V / ( 2 g D ) =
]2.51
+0.00001
= - 2 log [47129.33.7 x 0.302
HS(2) = SUM ZE.x V / ( 2 g ) = = 0.0 m0.307 X 0.307
2.9 x
= 0.0 m/m0.01844 x 0.307 x 0.307
0.01844
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Data for the Fourth pipe : 250 PVC Pipe type & size 250
250 mm Out side diameter (mm)
18.6 mm Wall thickness (mm)
D = 0.2128 m : pipe inside diameter (m.)K = 0.00001 m : pipe inside Surface roughness (m.)
Flow : Q = 100.0 GPM = 06.3 l/s = 0.0063 m/sec
A = p x D2
/ 4 = 3.14 x 0.213 / 4 = 0.03556 m
V = Q / A = 0.177 m/s
Re = V x D / n = .177 x 0.2128 / = 92840.38
1sqr(l) x sqr( l )
By solving above equation :
l = 0.02241
Loss m per 100 m = J x 100 = 0.00017 x 100 m = 0.017 m / 100m
Pipe length L = 195.0 m
dh(1) Liner loss = J x L = 0.00017 x 195.0 = 0.033 m
0.00001 + 2.51
J = l . V / ( 2 g D ) =0.02241 x 0.1771 x 0.177
= 0.0 m/m2 x 9.81 x 0.2128
]3.7 x 0.213 0.0
= - 2 log [
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Local losses equation is given as follows:
HS2 = SUM ZE . V / ( 2 . G ) .... (7)
Where: G : Gravity acceleration (9.81 m/s)V : Velocity of water (m/s)
SUM ZE : Sum of local loss factors
SUM ZE = gate valve 0 x 0.2 = 0
Multimedia filter 0 x 1 = 0
Foot valve 0 x 1 = 0
check valve 0 x 2 = 0
elbow ( 45 leg.) 0 x 0.3 = 0
elbow ( 90 leg.) 2 x 0.3 = 0.6
tee 0 x 0.9 = 0
reducer 1 x 0.5 = 0.5
Strainer 0 x 2 = 0discharge outlet 0 x 1 = 0
Total local factors =
HS2 = SUM ZE . V / ( 2 . g )
= HS1 + HS2 = 0.033 + 0.002 = 0.035 m
= Static head + Friction losses . ( 8 )
= 0.0 + 0.035 = 0.035 m
HS(2) = SUM ZE.x V / ( 2 g ) = 1.1 x0.1771 X 0.1771
= 0.0018 m2 x 9.81
1.10
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Data for the Fifth pipe : 200 PVC Pipe type & size 200
200 mm Out side diameter (mm)
14.9 mm Wall thickness (mm)
D = 0.1702 m : pipe inside diameter (m.)
K = 0.00001 m : pipe inside Surface roughness (m.)
Flow : Q = 100.0 GPM = 06.3 l/s = 0.0063 m/sec
A = p x D2
/ 4 = 3.14 x 0.17 / 4 = 0.02275 m
V = Q / A = 0.277 m/s
Re = V x D / n = 0.277 x 0.1702 / = 47129.31
1
sqr(l) x sqr( l )
By solving above equation :
l = 0.02137
Loss m per 100 m = J x 100 = 0.00049 x 100 m = 0.049 m / 100m
Pipe length L = 322.0 m
dh(1) Liner loss = J x L = 0.00049 x 322.0 = 0.158 m
0.00001+
2.51
J = l . V / ( 2 g D ) =0.02137 x 0.2769 x 0.277
= 0.00049 m/m2 x 9.81 x 0.1702
]3.7 x 0.17 47129.3
= - 2 log [
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Local losses equation is given as follows:
HS2 = SUM ZE . V / ( 2 . G ) .... (7)
Where: G : Gravity acceleration (9.81 m/s)V : Velocity of water (m/s)
SUM ZE : Sum of local loss factors
SUM ZE = gate valve 0 x 0.2 = 0
Multimedia filter 0 x 1 = 0
Foot valve 0 x 1 = 0
check valve 0 x 2 = 0
elbow ( 45 leg.) 0 x 0.3 = 0
elbow ( 90 leg.) 3 x 0.3 = 0.9
tee 0 x 0.9 = 0
reducer 1 x 0.5 = 0.5
Strainer 1 x 2 = 2discharge outlet 0 x 1 = 0
Total local factors =
HS2 = SUM ZE . V / ( 2 . g )
= HS1 + HS2 = 0.158 + 0.013 = 0.171 m
= Static head + Friction losses . ( 8 )
= 0.0 + 0.171 = 0.171 m
3.40
HS(2) = SUM ZE.x V / ( 2 g ) = 3.4 x0.2769 X 0.2769
= 0.0133 m2 x 9.81
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Data for the Sexth pipe : 150 PVC Pipe type & size 150160 mm Out side diameter (mm)
11.9 mm Wall thickness (mm)
D = 0.1362 m : pipe inside diameter (m.)K = 0.00001 m : pipe inside Surface roughness (m.)
Flow : Q = 50.0 GPM = 03.15 l/s = 0.00315 m/sec
A = x D2
/ 4 = 3.14 x 0.136 / 4 = 0.01457 m
V = Q / A = 0.216 m/s
Re = V x D / n = 0.216 x 0.1362 / = 29447.17
1sqr(l) x sqr( l )
By solving above equation :
l = 0.02377
Loss m per 100 m = J x 100 = 0.00042 x 100 m = 0.042 m / 100m
Pipe length L = 47.0 m
dh(1) Liner loss = J x L = 0.00042 x 47.0 = 0.02 m
]3.7 x 0.136 0.0
J = l . V / ( 2 g D ) =0.02377 x 0.2162 x 0.216
= 0.0 m/m2 x 9.81 x 0.1362
+2.51
= - 2 log [0.00001
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Local losses equation is given as follows:
HS2 = SUM ZE . V / ( 2 . G ) .... (7)
Where: G : Gravity acceleration (9.81 m/s)
V : Velocity of water (m/s)SUM ZE : Sum of local loss factors
SUM ZE = 0 0 x 0.2 = 00 0 x 1 = 00 0 x 1 = 00 0 x 2 = 00 0 x 0.3 = 00 2 x 0.3 = 0.60 0 x 0.9 = 00 1 x 0.5 = 0.50 0 x 2 = 00 0 x 1 = 00 =
HS2 = SUM ZE . V / ( 2 . g )
= HS1 + HS2 = 0.02 + 0.003 = 0.022 m
= Static head + Friction losses . ( 8 )
= 0.0 + 0.022 = 0.022 m
1.10
HS(2) = SUM ZE.x V / ( 2 g ) = 1.1 x0.2162 X 0.2162
= 0.0026 m2 x 9.81
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Data for the Seventh pipe : 63 PVC Pipe type & size 6363 mm Out side diameter (mm)
4.7 mm Wall thickness (mm)
D = 0.0536 m : pipe inside diameter (m.)
K = 0.00001 m : pipe inside Surface roughness (m.)
Flow : Q = 50.0 GPM = 03.15 l/s = 0.00315 m/sec
A = x D2
/ 4 = 3.14 x 0.054 / 4 = 0.00226 m
V = Q / A = 1.396 m/s
Re = V x D / n = 1.396 x 0.0536 / = 74826.58
1sqr(l) x sqr( l )
By solving above equation :
l = 0.01993
Loss m per 100 m = J x 100 = 0.03694 x 100 m = 3.694 m / 100m
Pipe length L = 32.0 m
dh(1) Liner loss = J x L = 0.03694 x 32.0 = 1.182 m
Local losses equation is given as follows:
HS2 = SUM ZE . V / ( 2 . G ) .... (7)
Where: G : Gravity acceleration (9.81 m/s)V : Velocity of water (m/s)
SUM ZE : Sum of local loss factors
SUM ZE = 0 0 x 0.2 = 00 0 x 1 = 00 0 x 1 = 00 0 x 2 = 00 0 x 0.3 = 00 1 x 0.3 = 0.30 0 x 0.9 = 00 1 x 0.5 = 0.50 0 x 2 = 00 1 x 1 = 1
0 =
HS2 = SUM ZE . V / ( 2 . g )
= HS1 + HS2 = 1.182 + 0.179 = 1.361 m
= Static head + Friction losses . ( 8 )
= 30.0 + 1.361 = 31.361 m
1.80
HS(2) = SUM ZE.x V / ( 2 g ) = 1.8 x1.396 X 1.396
= 0.1788 m2 x 9.81
J = l . V / ( 2 g D ) =0.01993 x 1.396 x 1.396
= 0.0 m/m2 x 9.81 x 0.0536
= - 2 log [0.00001
+2.51
]3.7 x 0.054 0.0
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IRRIGATION PUMPS
Head loss calculation using ( 1 ) COLBROOK Formula Project :Z
no. mm m mm GPM l/s0.20.68.02.00.20.30.90.52.01.0 1/1 m m/s 1/1
pumps to A 40 pvc 34 2 0.01 40 2.52 2 1 2 2 1 6.8 3 2.77557 94369.5
A-B 40 pvc 34 2 0.01 30 1.89 6 2 3.6 2.08168 70777.1
B-C 40 pvc 34 2 0.01 20 1.26 3 2.7 1.38779 47184
C-D 32 pvc 27.2 2 0.01 15 0.95 1 1 1 1.7 1.62631 44235.7
D-E 32 pvc 27.2 2 0.01 5 0.32 2 2 2.4 0.5421 14745.2
E-F 20 pvc 17 2 0.01 2.5 0.16 1 2 1 1 1 3.2 0.69389 11796
TOTAL 12 3 1 13 1 1 3
Static head = 3Outlet pressure = 20
total friction loss = 5
total dynamic head = 28
DN
che
ckvalve
GH
Staticheal
Glo
bevalve
Local factors of fittings
elbow
(45leg.)
elbow
(90leg.)
Strainer
dischargeoutlet
V
MeanVelocity
RE
Reynoldsnumber
Tot
allocalfactors
tee
red
ucer
gat
evalve
no.partofpipe
DN
Nominaldiameter
Butterflyvalve
ID
PipeInnerdiameter
LP
ipelength
K
Piperoughness
Q
Flow
rate
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IRRIGATION PUMPS
Project :Zanitty Example Page ( 1 )
Head Loss Calculations:
The total friction loss Hs Consist of:
Hs = Hs1 + Hs2 . (1)
Where: Hs1 : Friction loss Inside pipesHs2 : Friction loss inside fittings
Linear friction loss equation:
Hs = J . L ... .... (2)
J = l . V / ( 2 g D ) .... (3)
Where: J : linear loss factor L : length Of the pipe (m.)
l : friction loss factor (COLBROOK-WHITE formula)V : velocity of water (m/s)g : gravity acceleration (9.81 m/s)D : pipe inside diameter (m.)
COLBROOK WHITE formula:.. ( 4 )
1
sqr(l)
Where: K : pipe inside Surface roughness (m.)
D : pipe inside diameter (m.)RE : REYNOLDS no. is given as follows: (1/1)
RE = V x D / n . ( 5 )
Where: n : water viscosity= ( n = 1E-06 m2/s)
V : velocity of water (m/s)D : pipe inside diameter (m.)
V = Q / A .... ( 6 )
Where: Q : flow rate (m/s)A : cross section are of the pipe (m)
Data for the first pipe : 40 pvc Pipe type & size 40
40 mm Out side diameter (mm)
3 mm Wall thickness (mm)
D = 0.034 m : pipe inside diameter (m.)K = 1E-05 m : pipe inside Surface roughness (m.)
= - 2 x log [ +k
3.7 x D Re x sqr( l ))
2.51
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Project :Zanitty Example Page ( 2 )
Flow : Q = 40.0 GPM = 02.52 l/s = 0.00252 m/sec
A = p x D2/ 4 = 3.14 x 0.034 / 4 = 0.00091 m
V = Q / A = 2.776 m/s
Re = V x D / n = 2.776 x 0.034 / 0.000001 = 94369.52
1
sqr(l) x sqr( l )
By solving above equation :
l = 0.01961
Loss m per 100 m = J x 100 = 0.22649 x 100 m = 22.649 m / 100m
Pipe length L = 2.0 m
dh(1) Liner loss = J x L = 0.22649 x 2.0 = 0.453 m
Local losses equation is given as follows:
HS2 = SUM ZE . V / ( 2 . G ) .... (7)
Where: G : Gravity acceleration (9.81 m/s)V : Velocity of water (m/s)
SUM ZE : Sum of local loss factors
SUM ZE = gate valve 2 x 0.2 = 0.4Butterfly valve 0 x 0.6 = 0Globe valve 0 x 8 = 0check valve 1 x 2 = 2elbow ( 45 leg.) 0 x 0.2 = 0elbow ( 90 leg.) 2 x 0.3 = 0.6tee 2 x 0.9 = 1.8reducer 0 x 0.5 = 0Strainer 1 x 2 = 2discharge outlet 0 x 1 = 0Total local factors =
HS2 = SUM ZE . V / ( 2 . g )
DH Total loss = HS1 + HS2 = 0.453 + 2.67 = 3.123 m
Total heal (DH+GH) / pipe = Static head + Friction losses . ( 8 )
= 3.0 + 3.123 = 6.123 m
2.7756 X 2.77562 x 9.81
0.01961 x 2.7756 x 2.7762 x 9.81 x 0.034
94369.5]
= 0.22649 m/m
= 2.67 m
6.80
= - 2 log [0.00001
+2.51
3.7 x 0.034
J = l . V / ( 2 g D ) =
HS(2) = SUM ZE.x V / ( 2 g ) = 6.8 x
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7/27/2019 Domestic Water Booster Pump Calculations
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Project :Zanitty Example Page ( 3 )
Data for the second pipe : 40 pvc Pipe type & size 40
40 mm Out side diameter (mm)
3 mm Wall thickness (mm)
D = 0.034 m : pipe inside diameter (m.)
K = 1E-05 m : pipe inside Surface roughness (m.)
Flow : Q = 30.0 GPM = 01.89 l/s = 0.00189 m/sec
A = p x D2/ 4 = 3.14 x 0.034 / 4 = 0.00091 m
V = Q / A = 2.082 m/s
Re = V x D / n = 2.082 x 0.034 / 0.000001 = 70777.14
1
sqr(l) x sqr( l )
By solving above equation : l = 0.02057
Loss m per 100 m = J x 100 = 0.13359 x 100 m = 13.359 m / 100m
Pipe length L = 2.0 m
dh(1) Liner loss = J x L = 0.13359 x 2.0 = 0.267 m
Local losses equation is given as follows:
HS2 = SUM ZE . V / ( 2 . G )
SUM ZE = gate valve 0 x 0.2 = 0Butterfly valve 0 x 0.6 = 0Globe valve 0 x 8 = 0
check valve 0 x 2 = 0elbow ( 45 leg.) 0 x 0.2 = 0elbow ( 90 leg.) 6 x 0.3 = 1.8tee 2 x 0.9 = 1.8reducer 0 x 0.5 = 0Strainer 0 x 2 = 0discharge outlet 0 x 1 = 0Total local factors =
HS2 = SUM ZE . V / ( 2 . g )
DH Total loss = HS1 + HS2 = 0.267 + 0.795 = 1.062 m
Total heal (DH+GH) / pipe = Static head + Friction losses
= 0.0 + 1.062 = 1.062 m
Total Head for pipe 1 & 2 = 6.123 + 1.062 = 7.185 m
Other pipes are calculated same as above, All data and results are arranged in the following table :
0.02057 x 2.0817 x 2.082
2 x 9.81 x 0.034
]
= 0.13359 m/m
= 0.7951 m
J = l . V / ( 2 g D ) =
3.60
HS(2) = SUM ZE.x V / ( 2 g ) = 3.6 x2.0817 X 2.0817
2 x 9.81
70777.1= - 2 log [
0.00001+
2.51
3.7 x 0.034