Project : Example Date : May 30, 2009

Location : Egypt Designed : Zanitty

Assumed Data * You are allowed to change

Calculated data * You are NOT ALLOWED to change
No. of Rooms = 328
No. of persons per room = 2
Building Lowest level (m) = 0
Building Highest level (m) = 20
Total No. of persons = 656
 Project : Example Date
Location : Egypt Designed

Assumed Data
Calculated data

Table of total fixtures

Fixture type private

FIXTURES / POINT NO. B3 B2 B1 G.F. F.F

Water closet (flush valve) 1 1 1 1 1

Water closet (flush tank) 1 1 1 1 1
Water Bidet 1 1 1 1 1
Hose for W.C 1 1 1 1 1
Lavatory (& H.B.) 1 1 1 1 1
Janitor Sink 1 1 1 1 1
Service sink 1 1 1 1 1
Shower 1 1 1 1 1
Bath tub 1 1 1 1 1
Kitchen sink 1 1 1 1 1
Dishwashing machine 1 1 1 1 1
Laundry 1 1 1 1 1
Ablution (Public) 1 1 1 1 1
Urinal (1" flush valve) 1 1 1 1 1
Urinal (3/4" flush valve) 1 1 1 1 1
Urinal (flush tank) 1 1 1 1 1
 : May 30, 2009
: Zanitty

* You are allowed to change

* You are NOT ALLOWED to change

2nd.F 3rd F 4th F. 5th F 6th F 7th F 8th F 9th F 10th F

1 1 1 1 1 1 1 1 1
1 1 1 1 1 1 1 1 1
1 1 1 1 1 1 1 1 1
1 1 1 1 1 1 1 1 1
1 1 1 1 1 1 1 1 1
1 1 1 1 1 1 1 1 1
1 1 1 1 1 1 1 1 1
1 1 1 1 1 1 1 1 1
1 1 1 1 1 1 1 1 1
1 1 1 1 1 1 1 1 1
1 1 1 1 1 1 1 1 1
1 1 1 1 1 1 1 1 1
1 1 1 1 1 1 1 1 1
1 1 1 1 1 1 1 1 1
1 1 1 1 1 1 1 1 1
1 1 1 1 1 1 1 1 1
 Total
11th F 12th F 13th F 14th F
fixtures

1 1 1 1 15
1 1 1 1 15
1 1 1 1 15
1 1 1 1 15
1 1 1 1 15
1 1 1 1 15
1 1 1 1 15
1 1 1 1 15
1 1 1 1 15
1 1 1 1 15
1 1 1 1 15
1 1 1 1 15
1 1 1 1 15
1 1 1 1 15
1 1 1 1 15
1 1 1 1 15
 Project : Example Date : May 30, 2009
Location : Egypt Designed : Zanitty

Assumed Data * You are allowed to change

Calculated data * You are NOT ALLOWED to change
Given Data:
Number of persons = 656
Design Basis of Water Supply System
Water Supply Demand:

Water Consumption(L/person/day) = 400

Water demand per day(m3/ day) = 263

Main Water Feeder :

Flow rate required ; Q(m3/ sec) = 0.003

Under Ground Water Tank :

Duration Assumption (day) = 2

Storage Fire Fighting Demand (m3) = 150

Storage water supply Demand (m3) = 658

Total Storage Demand (m3) = 808

Tank depth (m) = 3 * Could be changed according to Arch. Requirement

Tank Length (m) = 10 * Could be changed according to Arch. Requirement
Tank Width (m) = 27
Actual Area of Tank (m2) = 269
Tank depth (m) = 3
Tank Length (m) = 10
Tank Width (m) = 27

Upper Roof Water Tank :

Duration Assumption (day) = 0.5
Tank Storage Required (m3) = 132
 Project : Example Date : May 30, 2009
Location : Egypt Designed : Zanitty

Assumed Data * You are allowed to change

Calculated data * You are NOT ALLOWED to change
Q (m3/day) = 263
Pump working hours = 12
Then

Lifting Pump Calculations

Pump Discharge

Q (GPM) = 97

Pump Head

Static Head Hs (m) = 22

Losses = 1.93

Pump Head (m) = 27

Time Required to Fill Upper Roof Tank

T (Hr) = 0.38

Power

Pump Efficiency = 0.8

Power (Hp) = 3

Booster Pump Calculations

Pump Discharge

Q (L/s) = 10
Pump Head (m) = 22

Power

Pump Efficiency = 0.8

Power (Hp) = 4
 Project : Example Date : May 30, 2009
Location : Egypt Designe : Zanitty

Assumed Data * You are allowed to change

Calculated data * You are NOT ALLOWED to change
Head loss calculation using (1) COLBROOK Formula For DOMESTIC WATER BOOSTER

Total head (DH+GH) / pipe

Local factors of fittings

Accumulative Pressure
ID Pipe Inner diameter

RE Reynolds number
DN Nominal diameter

Loss m per 100 m

K Pipe roughness

F Liner loss factor

Total local factors

V Mean Velocity

dh(2) Local loss

dh(1) Liner loss
1.0 discharge outlet
no. part of pipe

GH Static head
1.0 Multimedia filter

0.3 elbow ( 45 leg.)

0.3 elbow ( 90 leg.)

DH Total loss
L Pipe length

Q Flow rate

2.0 check valve

1.0 Foot valve
0.2 gate valve

2.0 Strainer
0.5 reducer
0.9 tee
no. DN mm m mm GPM l/s 1/1 m m/s 1/1 1/1 m m m m m m

PUMP TO A 300 PVC 267.4 10 0.01 40 2.52 3 1 1 1 1 1 6.9 10 0.04487 11999.116 0.0295 0 0 0.001 0 10 10
A TO B 300 PVC 267.4 83 0.01 400 25.2 1 0.9 0 0.44873 119991.16 0.01754 0.07 0.06 0.009 0.07 0.07 10.07
B TO C 350 PVC 302.4 879 0.01 350 22.1 8 1 2.9 0 0.30701 92840.383 0.01844 0.03 0.26 0.014 0.27 0.27 10.34
C TO D 250 PVC 212.8 195 0.01 100 6.3 2 1 1.1 0 0.17714 37694.592 0.02241 0.02 0.03 0.002 0.03 0.03 10.37
D TO E 200 PVC 170.2 322 0.01 100 6.3 3 1 1 3.4 0 0.27691 47129.313 0.02137 0.05 0.16 0.013 0.17 0.17 10.54
E TO F 150 PVC 136.2 47 0.01 50 3.15 2 1 1.1 0 0.21621 29447.17 0.02377 0.04 0.02 0.003 0.02 0.02 10.57
F TO G 63 PVC 53.6 32 0.01 50 3.15 1 1 1 1.8 30 1.39602 74826.578 0.01993 3.69 1.18 0.179 1.36 31.4 41.93

TOTAL 1,568 3 1 1 1 1 16 1 5 2 1 18.1 40 2.86688 413928.31 0.15297 3.9 2 0 2 41.93

###
Static head = 40.00 m ###
Outlet pressure 35 PSI = 5.00 m ###
total friction loss = 1.93 m ###
total dynamic head = 46.93 m ###
Add 10 % safety 0.00 = 51.62 m ###
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 k 2.51
= - 2 x log [ + )
sqr(l) 3.7 x D Re x 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 : 300 PVC Pipe type & size 300
#N/A mm Out side diameter (mm)
#N/A 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 0.00001 2.51
= - 2 log [ + ]
sqr(l) 3.7 x 0.267 119991.2 x sqr( l )

By solving above equation :

l= 0.01754

0.01754 x 0.4487 x 0.449

J = l . V / ( 2 g D ) = = 0.00067 m/m
2 x 9.81 x 0.2674

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

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 = 2
discharge outlet 0 x 1 = 0
Total local factors = 6.90

HS2 = SUM ZE . V / ( 2 . g )

0.4487 X 0.4487
HS(2) = SUM ZE.x V / ( 2 g ) = 6.9 x = 0.0708 m
2 x 9.81

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

Data for the Second pipe : 300 PVC Pipe type & size =f_loss!B11
#N/A mm Out side diameter (mm)
#N/A 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

1 0.00001 2.51
= - 2 log [ + ]
sqr(l) 3.7 x 0.267 37694.6 x sqr( l )

By solving above equation : l= 0.02241

0.02241 x 0.1771 x 0.177

J = l . V / ( 2 g D ) = = 0.00017 m/m
2 x 9.81 x 0.2674

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

Local losses equation is given as follows:

HS2 = SUM ZE . V / ( 2 . G )

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.) 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 = 0.90

HS2 = SUM ZE . V / ( 2 . g )

0.1771 X 0.1771
HS(2) = SUM ZE.x V / ( 2 g ) = 0.9 x = 0.0018 m
HS(2) = SUM ZE.x V / ( 2 g ) = 0.9 x = 0.0018 m
2 x 9.81

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

Data for the Third pipe : 350 PVC Pipe type & size
#N/A mm Out side diameter (mm)
#N/A 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 = p 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

1 0.00001 2.51
= - 2 log [ + ]
sqr(l) 3.7 x 0.302 47129.3 x sqr( l )

By solving above equation : l= 0.01844

0.01844 x 0.307 x 0.307

J = l . V / ( 2 g D ) = = 0.0 m/m
2 x 9.81 x 0.3024

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 = 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.) 8 x 0.3 = 2.4
tee 0 x 0.9 = 0
reducer 1 x 0.5 = 0.5
Strainer 0 x 2 = 0
discharge outlet 0 x 1 = 0
0 = 2.90

HS2 = SUM ZE . V / ( 2 . g )

0.307 X 0.307
HS(2) = SUM ZE.x V / ( 2 g ) = 2.9 x = 0.0 m
2 x 9.81

= HS1 + HS2 = 0.257 + 0.014 = 0.271 m

= Static head + Friction losses

= 0.0 + 0.271 = 0.271 m

Data for the Fourth pipe : 250 PVC Pipe type & size 250
#N/A mm Out side diameter (mm)
#N/A 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

1 0.00001 2.51
= - 2 log [ + ]
sqr(l) 3.7 x 0.213 0.0 x sqr( l )

By solving above equation :

l= 0.02241

0.02241 x 0.1771 x 0.177

J = l . V / ( 2 g D ) = = 0.0 m/m
2 x 9.81 x 0.2128

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

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 = 0
discharge outlet 0 x 1 = 0
Total local factors = 1.10

HS2 = SUM ZE . V / ( 2 . g )

0.1771 X 0.1771
HS(2) = SUM ZE.x V / ( 2 g ) = 1.1 x = 0.0018 m
2 x 9.81

= HS1 + HS2 = 0.033 + 0.002 = 0.035 m

= Static head + Friction losses . ( 8 )

= 0.0 + 0.035 = 0.035 m

Data for the Fifth pipe : 200 PVC Pipe type & size 200
#N/A mm Out side diameter (mm)
#N/A 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 0.00001 2.51
= - 2 log [ + ]
sqr(l) 3.7 x 0.17 47129.3 x sqr( l )

By solving above equation :

l= 0.02137

0.02137 x 0.2769 x 0.277

J = l . V / ( 2 g D ) = = 0.00049 m/m
2 x 9.81 x 0.1702

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

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 = 2
discharge outlet 0 x 1 = 0
Total local factors = 3.40

HS2 = SUM ZE . V / ( 2 . g )

0.2769 X 0.2769
HS(2) = SUM ZE.x V / ( 2 g ) = 3.4 x = 0.0133 m
2 x 9.81

= HS1 + HS2 = 0.158 + 0.013 = 0.171 m

= Static head + Friction losses . ( 8 )

= 0.0 + 0.171 = 0.171 m

Data for the Sexth pipe : 150 PVC Pipe type & size 150
#N/A mm Out side diameter (mm)
#N/A 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 = p 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

1 0.00001 2.51
= - 2 log [ + ]
sqr(l) 3.7 x 0.136 0.0 x sqr( l )

By solving above equation :

l= 0.02377

0.02377 x 0.2162 x 0.216

J = l . V / ( 2 g D ) = = 0.0 m/m
2 x 9.81 x 0.1362

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

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 = 0
0 0 x 1 = 0
0 0 x 1 = 0
0 0 x 2 = 0
0 0 x 0.3 = 0
0 2 x 0.3 = 0.6
0 0 x 0.9 = 0
0 1 x 0.5 = 0.5
0 0 x 2 = 0
0 0 x 1 = 0
0 = 1.10

HS2 = SUM ZE . V / ( 2 . g )

0.2162 X 0.2162
HS(2) = SUM ZE.x V / ( 2 g ) = 1.1 x = 0.0026 m
2 x 9.81

= HS1 + HS2 = 0.02 + 0.003 = 0.022 m

= Static head + Friction losses . ( 8 )

= 0.0 + 0.022 = 0.022 m
Data for the Seventh pipe : 63 PVC Pipe type & size 63
#N/A mm Out side diameter (mm)
#N/A 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 = p 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

1 0.00001 2.51
= - 2 log [ + ]
sqr(l) 3.7 x 0.054 0.0 x sqr( l )

By solving above equation :

l= 0.01993

0.01993 x 1.396 x 1.396

J = l . V / ( 2 g D ) = = 0.0 m/m
2 x 9.81 x 0.0536

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 = 0
0 0 x 1 = 0
0 0 x 1 = 0
0 0 x 2 = 0
0 0 x 0.3 = 0
0 1 x 0.3 = 0.3
0 0 x 0.9 = 0
0 1 x 0.5 = 0.5
0 0 x 2 = 0
0 1 x 1 = 1
0 = 1.80

HS2 = SUM ZE . V / ( 2 . g )

1.396 X 1.396
HS(2) = SUM ZE.x V / ( 2 g ) = 1.8 x = 0.1788 m
2 x 9.81

= HS1 + HS2 = 1.182 + 0.179 = 1.361 m

= Static head + Friction losses . ( 8 )

= 30.0 + 1.361 = 31.361 m
 Project : Example Date : May 30, 2009
Location : Egypt Designed : Zanitty

Assumed * You are allowed to change

Calculated* You are NOT ALLOWED to change

Given Data:
Number of persons = 656

Boiler Design

Water Consumption(L/person/day) = 400

Hot Water Consumption (L) = 120
Hot Water demand per day(m3/ day) = 79
Average Demand per Hour (m3/h) = 4
Peak Duration (h) = 3
Volume of Heated Water (m3) = 12
Cold Water Tank Volume % = 25%
Tank Volume (m3) = 15

Tank Diameter (m) =2

Tank Length (m) =5
 Project : Example Date : May 30, 2009
Location : Egypt Designed : Zanitty

Assumed * You are allowed to change

Calculated* You are NOT ALLOWED to change

Design of Circulating Pump

Q (m3/h) = 4
Q (l/s) = 2
Head (m) = 22
Pump Efficiency = 0.8
Power (Hp) = 1
 Project : Example Date : May 30, 2009
Location : Egypt Designed : Zanitty

Assumed * You are allowed to change

Calculated* You are NOT ALLOWED to change

Drain Sump

Sewer Drainage
No. of Drainage Fixtures = 48
Fixtures Flow Rate (L / min) = 285

Parking Area Drainage

Car Demand (L / car / day) = 30
No. of cars = 20
Parking Drainage (L / min) = 1

Laundry Drainage
Laundry Demand (L / bed / day) = 130
No. of beds = 656
Laundry Drainage (L / min) = 60

Kitchen Drainage
Kitchen Demand (L / person / day) = 160
No. of persons = 656
Kitchen Drainage (L / min) = 73

Total Drainage Flow (L / min) = 419

Duration Time of Empting Sump (min) = 10

Sump Capacity (m3) = 4

Sump Depth (m) = 1.5

Water Surface Area (m2) = 3

Pump occupancy of Sump Area = 40%

Water occupancy of Sump Area = 60%
Sump Surface Area (m2) = 5

Sump Dimension
Sump depth (m) = 2
Sump Length (m) = 3
Sump Width (m) = 3
 Project : Example Date : May 30, 2009
Location : Egypt Designed : Zanitty

Assumed * You are allowed to change

Calculated* You are NOT ALLOWED to change

Design of submersible Pump

Sump Capacity (m3) = 18
Sump Empting Time (min) = 10

Q (L/S) = 30
Q (m3/s) = 0.03
Main Pipe Velocity (m/s) = 1
Main Pipe Diameter (mm) = 200 * Take the larger Standard Size

Pump Head

Static Head Hs (m) = 6 *From Sump Bottom Level to Septic Tank

Assume Losses (m) = 0.1 of static Head
Losses = 0.6

Pump Head (m) = 8

Power

Pump Efficiency = 0.8

Power (Hp) = 4
 Project : Example Date : May 30, 2009
Location : Egypt Designed : Zanitty

Assumed D* You are allowed to change

Calculated * You are NOT ALLOWED to change

Design of Reaction Tank

Q (m3/day) = 263
Q Sewer (m3/day) = 237
Sewerage Flow to Be Treated (m3/day) = 214

Assume

Reaction Tank Dimension

Length (m) = 3
Width (m) = 3
Depth (m) = 3
Water Dimensions
Length (m) = 3
Width (m) = 3
Depth (m) = 2.5

Reaction Tank Capacity (m3) = 22.5

Times to Fill Tank (time/day) = 10

Filter Design

Filtration Rate (m3/m2/h) = 22.5

Qpump (m3/h) = 22
Filter Area (m2) = 1.02
Filter Diameter (m) = 1.15
 Project : Example Date : May 30, 2009
Location : Egypt Designed : Zanitty

Assumed * You are allowed to change

Calculated* You are NOT ALLOWED to change

Filtration Pump

Capacity (m3) = 23
Pump working hours = 12
Working time (h) = 1.2
Qpump (L/S) = 6
Pump Head (m) = 22
Pump Efficiency = 0.8
Power (Hp) = 3