HYDRAULIC CALCULATION
for
PUMPS
By : LAMAH EST.
SUPPLIER
LAMAH EST.
P.O. BOX : 4814 RIYADH 11412 KSA
TEL: 4788650 FAX : 4769138
0
Table of Fixtures
FIXTURES / POINT NO.
Water closet (flush tank)
Fixture type : private / public
Main villa
Basement
1
Main villa G.F. Main villa F.F.
2
Main villa
Roof
Annexes
Total
Fixtures
15
Water Bidet
Hose for W.C
15
Lavatory
10
25
Shower
12
Bath tub
Kitchen sink
5
1
Dishwashing machine
Laundry
Ablution
6
0
1
0
TOTAL DEMAND CALCULATION
Floor
Fixture unit Demand
FIXTURES
Public
Total
Quantity
Private
Hot
Total
Cold
Hot
Total
20
Water Bidet
1.5
1.5
0.75
0.75
20
Hose for W.C
1.5
1.5
0.75
0.75
Lavatory
1.5
1.5
0.75
0.75
Shower
1.5
1.5
Bath tub
1.5
1.5
Kitchen sink
1.5
Dishwashing machine
Public
Cold
Cold
Water closet (flush tank)
PART (ALL)
PUMPS
Private
Public
Hot
Total
Private
Public
Private
Public
Private
60
60
15
15
20
67
50.25
50.25
67
82
61.5
61.5
82
10
15
15
20
17
25.5
25.5
34
1.5
28
42
42
56
120
120
160
100
Laundry
1.5
1.5
80
Ablution
1.5
0.75
0.75
100
75
75
464.25
410.25
Total Fixture Units
Total Fixture Units
464.25
410.25
605
605
WATER DEMAND ( GPM )
143.9
WATER DEMAND ( m3/ h )
32.67
Pump selection for potable water and fire system : GRUNDFOS 2 CR8-50 with 200 L Pressure tank Flexcon / USA.
LOCATION : MAIN HOSPITAL
EAST RIYADH-500 BED HOSPITAL
HEAD LOSS CALCULATION ( COLBROOK formula )
PUMP HEAD CALCULATION FOR SUMP PIT NO. 1
3.15
TOTAL
11
PUMP SELECTION :
50 GPM @ 12 MTRS HEAD EACH PUMP
1 DUTY & 1 STANDBY
m/s
1/1
1/1
0.9
Static head
total friction loss
total dynamic head
Accumulative Pressure
50
Total heal (DH+GH) / pipe
0.01
1/1
DH Total loss
8.5
dh(2) Local loss
93.6
dh(1) Liner loss
pvc
Loss m per 100 m
110
F Liner loss factor
B-C
RE Reynolds number
3.15
V Mean Velocity
50
GH Static heal
0.01
Total local factors
2.5
Strainer
53.6
pvc
discharge outlet
63
A-B
0.5 reducer
l/s
0.9 tee
GPM
0.3 elbow ( 90 leg.)
mm
0.2 elbow ( 45 leg.)
K Pipe roughness
check valve
L Pipe length
mm
ID Pipe Inner diameter
DN
0.2 gate valve
DN Nominal diameter
no.
Q Flow rate
no. part of pipe
Local factors of fittings
5.49
5.49
1.39602 74826.578 0.019934 3.694 0.092 0.397 0.49
0.45779 42849.408 0.02197 0.251 0.021 0.01 0.031 0.031 0.031
0.11 0.407 0.52
=
=
=
5.00 m
0.52 m
5.52 m
6.07 m 10% Safety Factor
5.52
500
Project :
Page ( 1 )
Head Loss Calculations :
The total friction loss Hs Consist of:
Hs
Hs1 + Hs2
Where:
Hs1
Hs2
. (1)
: Friction loss Inside pipes
: Friction loss inside fittings
Linear friction loss equation:
Hs =
J . L ... .... (2)
J = l . V / ( 2 g D ) .... (3)
Where:
J
L
: linear loss factor
: length Of the pipe (m.)
l
V
g
D
: friction loss factor (COLBROOK-WHITE formula)
: velocity of water (m/s)
: gravity acceleration (9.81 m/s)
: pipe inside diameter (m.)
COLBROOK WHITE formula:.. ( 4 )
1
sqr(l)
k
3.7 x D
= - 2 x log [
Where:
K
D
RE
2.51
Re x sqr( l )
: pipe inside Surface roughness (m.)
: pipe inside diameter (m.)
: REYNOLDS no. is given as follows: (1/1)
RE = V x D / n . ( 5 )
n
V
D
Where:
V = Q/A
: water viscosity= ( n =
1E-006
: velocity of water (m/s)
: pipe inside diameter (m.)
m2/s)
.... ( 6 )
Where:
Q
A
Data for the first pipe :
: flow rate (m/s)
: cross section are of the pipe (m)
110 pvc
110 mm
8.2 mm
D =
K =
0.0936 m
0.00001 m
Pipe type & size
110
Out side diameter (mm)
Wall thickness (mm)
: pipe inside diameter (m.)
: pipe inside Surface roughness (m.)
Project :
Flow :
Page ( 2 )
Q = 50.0 GPM = 03.15 l/s = 0.00315
A = p x D2 / 4 =
V =Q /A =
Re = V x D / n =
1
sqr(l)
m/sec
3.14 x 0.094 / 4 = 0.00688 m
1.396 m/s
1.396 x 0.0936 / 0.000001 = 74826.58
0.00001
= - 2 log [
2.51
3.7 x 0.094
74826.6
x sqr( l )
By solving above equation :
l=
0.01993
0.01993 x 1.396 x 1.396
2 x 9.81 x 0.0936
J = l . V / ( 2 g D ) =
Loss m per 100 m = J x 100 =
= 0.03694 m/m
0.03694 x 100 m = 3.694
m / 100m
Pipe length L = 2.5 m
dh(1) Liner loss = J x L = 0.03694 x 2.5 = 0.092 m
Local losses equation is given as follows:
HS2
SUM ZE . V / ( 2 . G ) .... (7)
Where:
G
V
SUM ZE
SUM ZE =
gate valve
check valve
elbow ( 45 leg.)
elbow ( 90 leg.)
tee
discharge outlet
reducer
Strainer
Total local factors
HS2
SUM ZE . V / ( 2 . g )
: Gravity acceleration (9.81 m/s)
: Velocity of water (m/s)
: Sum of local loss factors
HS(2) = SUM ZE.x V / ( 2 g ) =
1
1
0
1
0
1
1
0
4 x
x
x
x
x
x
x
x
x
0.2
2
0.2
0.3
0.9
1
0.5
2
=
=
=
=
=
=
=
=
=
1.396 X 1.396
2 x 9.81
DH Total loss = HS1 + HS2 = 0.092 + 0.397 = 0.49 m
0.2
2
0
0.3
0
1
0.5
0
4.00
= 0.3973 m
Total heal (DH+GH) / pipe
= Static head + Friction losses . ( 8 )
= 5.0 + 0.49 = 5.49 m
Other pipes are calculated same as above , All data and results are arranged in the following table :
SUM Total f.u.
16
32
48
64
80
96
112
128
144
160
176
192
Flow rate ( gpm )
12
21
28
33
38
43
46
50
53
57
60
63
Dishwashing machine
1
Laundry
2
1
Ablution
1
1
24
12
12
12
12
11
11
24
12
22
11
20
10
24
12
22
11
20
10
18
24
12
22
11
20
10
18
16
12
12
11
11
10
10
12
12
11
11
10
10
12
12
11
11
10
10
36
12
33
11
30
10
27
24
21
18
15
Total f.u
T.Fix.
Add
Total f.u
T.Fix.
Add
Total f.u
T.Fix.
Add
Total f.u
T.Fix.
Add
Total f.u
T.Fix.
Add
Total f.u
T.Fix.
Add
Total f.u
T.Fix.
Add
Total f.u
T.Fix.
Add
A-B
12
11
11
22
10
10
18
16
T.Fix.
Total f.u
B-C
11
20
10
10
16
14
12
Add
Total f.u
T.Fix.
Add
C-D
10
18
14
12
Total f.u
D-E
16
14
12
10
T.Fix.
Add
E-F
12
10
T.Fix.
Total f.u
F-G
14
10
PUMPS
12
G-H
10
H-I
I-J
Flow rate through the piping system to the farthest point /
3
6
J-K
Add
K-L
Table of fixtures
Kitchen sink
Bath tub
Shower
1
1
Lavatory
1
Hose for W.C
Water closet (flush tank)
FIXTURES / POINT NO.
Water Bidet
fu
: private / public
0
Err:509
Fixture type : : private / public
Pumps to A
DN Nominal diameter
ID Pipe Inner diameter
L Pipe length
K Pipe roughness
no.
DN
mm
m
mm
Suction
TOTAL
40
PVC
0.01
55
3.465 2
2
6
6
2
2
6
6
0
0
discharge outlet
0
Strainer
Total local factors
GH Static heal
V Mean Velocity
RE Reynolds number
l Liner loss factor
Loss m per 100 m
dh(1) Liner loss
dh(2) Local loss
DH Total loss
Total heal (DH+GH) / pipe
Accumulative Pressure
Local factors of fittings
0.5 reducer
0.9 tee
l/s
check valve
0.3 elbow ( 90 leg.)
80
0.2 elbow ( 45 leg.)
34
2
GPM
0.2 gate valve
80
Q Flow rate
no. part of pipe
Err:509
HEAD LOSS CALCULATION ( COLBROOK formula )
0
1/1
m
m/s
1/1
1/1
m
m
m
m
m
m
7.4
6
outlet pressure
total static head
total friction loss
total dynamic head
3.81641 129758.09 0.0187 40.83 32.66 5.493 38.16 44.16 44.16
6
32.66 5.493 38.16
=
=
=
6.00
38.16
44.16
( Including suction head )
44.16
Total sewage flow rate
FIXTURES
Water closet (flush tank/valve)
Arabic W.C.(flush tank)
Water Bidet
Lavatory
Shower
Bath tub
Kitchen sink
Dishwashing machine
Laundry
Urinal ( flush tank )
Urinal ( flush valve )
Floor drain
Total flow l/s
Estimated flow l/s (from chart)
Demand l/s
Quantity
Total
1.5
2.0
0.4
0.4
0.7
0.8
1.0
0.4
0.7
0.7
1.0
0.5
10
15.00
0.00
4.00
4.00
5.60
0.00
4.00
0.00
2.80
0.00
0.00
2.00
0.00
37.40
7.65
27.54
121.3
10
10
8
4
4
4
l/s
l/s
m3/h
gpm
Err:509
HEAD LOSS CALCULATION ( COLBROOK formula )
Strainer
Total local factors
GH Static heal
V Mean Velocity
RE Reynolds number
F Liner loss factor
Loss m per 100 m
dh(1) Liner loss
dh(2) Local loss
DH Total loss
Total heal (DH+GH) / pipe
Accumulative Pressure
1/1
m/s
1/1
1/1
6.2
1.7
0.00432
588.9434 0.075851 ###
###
###
###
###
3.1
0.00432
588.9434 0.075851 ###
###
###
###
###
1.2
0.00432
588.9434 0.075851 ###
###
###
###
###
1.4
0.00916 856.98816 0.065908
###
0.9
0.00916 856.98816 0.065908
###
###
0.063
0.9
0.00916 856.98816 0.065908
###
###
###
###
0.063
0.9
0.00916 856.98816 0.065908
###
0.01
0.063
1.8
0.00916 856.98816 0.065908
###
101.5
0.01
0.063
3.6
0.00916 856.98816 0.065908
###
PVC 93.6
138.5
0.01
0.063
1.8
0.00916 856.98816 0.065908
###
50
PVC 42.6
195.5
0.01
0.063
1.2
32
PVC 27.2
15
0.01
0.063 1
0.2 gate valve
154.1
0.1
0.063 1
20
0.01
0.063 1
l/s
6"
pumps to A
160
PVC 136.2
A-B
160
PVC 136.2 122.5
0.01
0.063 1
B-C
160
PVC 136.2
57.5
0.01
0.063
C-D
110
PVC 93.6
82
0.01
0.063
D-E
110
PVC 93.6
32.5
0.01
0.063
E-F
110
PVC 93.6
8.5
0.01
F-G
110
PVC 93.6
48
0.01
G-H
110
PVC 93.6
42.5
H-I
110
PVC 93.6
I-J
110
J-K
K-L
869
1
1
check valve
Q Flow rate
GI
gpm
Suction
TOTAL
mm
discharge outlet
K Pipe roughness
0.5 reducer
L Pipe length
mm
0.9 tee
ID Pipe Inner diameter
DN
0.3 elbow ( 90 leg.)
DN Nominal diameter
no.
0.2 elbow ( 45 leg.)
no. part of pipe
Local factors of fittings
0 10 18 1
outlet pressure
total static head
total friction loss
total dynamic head
###
###
###
0.0442 1882.9599 0.050368 0.012 0.023
3.8
1
0.00338 520.60028 0.079956 ###
0.023 0.023 3.025
0.10842 2949.0475 0.043884 0.097 0.014 0.002 0.017 0.017 3.041
3
0.039 0.002 0.041
=
=
=
=
0.00
3.00
0.04
3.04
( Including suction head )
3.04
DN Nominal diameter
ID Pipe Inner diameter
L Pipe length
K Pipe roughness
no.
DN
mm
m
mm
pumps to
manhole
TOTAL
75
PVC 63.8
40
0.01
38
2.394 1
1
1
1
4
1
1
4
1
1
0
Strainer
Total local factors
GH Static heal
V Mean Velocity
RE Reynolds number
F Liner loss factor
Loss m per 100 m
dh(1) Liner loss
dh(2) Local loss
DH Total loss
Total head (DH+GH) / pipe
Local factors of fittings
0.5 reducer
discharge outlet
0.9 tee
0.3 elbow ( 90 leg.)
0.2 elbow ( 45 leg.)
l/s
check valve
GPM
0.2 gate valve
40
Q Flow rate
no. part of pipe
HEAD LOSS CALCULATION ( COLBROOK formula )
1/1
m
m/s
1/1
1/1
m
m
m
m
m
5.3
6
0
6
0.74885 47776.418 0.021635 0.969 0.388 0.151 0.539 6.53916591
0.388 0.151 0.539
6.54
Total sewage flow rate
FIXTURES
Water closet (flush tank)
Water closet (flush valve)
Arabic W.C.(flush tank)
Arabic W.C.(flush valve)
Water Bidet
Lavatory
Shower
Bath tub
Kitchen sink ( H < 13 cm )
Kitchen sink ( H > 13 cm )
Dishwashing machine
Laundry
Urinal ( single tap )
Urinal ( flush tank )
Urinal ( flush valve )
Floor drain ( size 40 mm )
Floor drain ( size 50 mm )
Total primary flow l/s
Estimated flow l/s (from chart)
DIWANIA : SUMP PUMP NO. 2
Demand l/s
Quantity
Total
1.5
1.5
2.0
2.0
0.4
0.4
0.7
0.8
0.7
1.0
0.4
0.7
2.0
0.7
1.0
0.5
0.8
4.50
0.00
0.00
0.00
1.20
1.20
2.10
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
3.50
0.00
12.50
4.38
15.75
69.4
3
3
3
7
l/s
l/s
m3/h
gpm
Project :
Calculating the Pressure Tank Size
Pressure Tank Size Formula is given as follows :
size = (
Drawdown volume
cut-out pressure - cut-in pressure
cut-out pressure + 1
Drawdown is based on pump capacity and the number of start/stops per hour and amount of water
which can be taken from the tank before the pump starts.
250 x Q
I
Drawdown in liters =
250 x Q x (cut-out pressure + 1)
I x ( cut-out pressure - cut-in pressure ) )
Tank size in liters = (
Where : Q is the average pump flow in m3/h
I is the number of starts/stops per hour.
cut in & cut out : pressure is indicated in bars.
Data :
Pump type & model :
GRUNDFOS MODEL : CR8-40
Motor power rating
P=
15
kw
Number of starts/stops
I =
20
1/h
Average pump flow
cut in pressure
cut out pressure
Q=
=
=
34
9
11.5
m3/h
bar
bar
Tank size in liters =
( from pump manufacturer )
250 x 34. x ( 11.5 + 1 )
)
20. x ( 11.5 - 9. )
2125
liters
The available standard size is :
3000
liters
Recommended tank size is :
3000
liters
Note :
The standard sizes of pressure tanks are : 25; 60; 100; 200; 300; 500; 750; 1000 and 2000 liters.
