ws calculation

Project : XXX Date : August 31, 2009Location : Jeddah Designed : SAK-EC

Assumed Data * You are allowed to change

Calculated dataNo. of Rooms = 1No. of persons per room = 1Building Lowest level (m) = 0Building Highest level (m) = 10Total No. of persons = 1

* You are NOT ALLOWED to change

Project : XXX DateLocation : Jeddah Designed

Assumed DataCalculated data

Table of total fixtures

Fixture type private

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

Water closet (flush valve)

Water closet (flush tank)

Water Bidet

Hose for W.C

Lavatory (& H.B.)

Janitor Sink

Service sink

Shower

Bath tub

Kitchen sink

Dishwashing machine

Laundry

Ablution (Public)

Urinal (1" flush valve)

Urinal (3/4" flush valve)

Urinal (flush tank)

B9

Write Here Private or Public

: August 31, 2009: SAK-EC

* You are allowed to change

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


11th F 12th F 13th F 14th F

0

0

0

0

0

0

0

0

0

0

0

0

0

0

0

0

Total fixtures

Project : XXX DateLocation : Jeddah Designed

Assumed DataCalculated data

Table of total fixtures

Fixture type private

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

Water closet (flush valve) 0 0 0 0 0

Water closet (flush tank) 0 0 0 0 0

Water Bidet 0 0 0 0 0

Hose for W.C 0 0 0 0 0

Lavatory (& H.B.) 0 0 0 0 0

Janitor Sink 0 0 0 0 0

Service sink 0 0 0 0 0

Shower 0 0 0 0 0

Bath tub 0 0 0 0 0

Kitchen sink 0 0 0 0 0

Dishwashing machine 0 0 0 0 0

Laundry 0 0 0 0 0

Ablution (Public) 0 0 0 0 0

Urinal (1" flush valve) 0 0 0 0 0

Urinal (3/4" flush valve) 0 0 0 0 0

Urinal (flush tank) 0 0 0 0 0

TOTAL DOMESTIC WATER DEMAND CALCULATION Fixtures type : private

FIXTURESWeight in Fixture units

QuantityCold Hot Total

Water closet (flush valve) 6 0 6 0

Water closet (flush tank) 3 0 3 0

Water Bidet 0.75 0.75 1 0

Hose for W.C 0.75 0.75 1 0

Lavatory (& H.B.) 0.75 0.75 1 0

Janitor Sink 0.75 0.75 1 0

Service sink 1.5 1.5 2 0

Shower 1.5 1.5 2 0

Bath tub 1.5 1.5 2 0

Kitchen sink 1.5 1.5 2 0

Dishwashing machine 0 1 1 0

Laundry 1.5 1.5 2 0

Ablution (Public) 1 1 1.5 0

Urinal (1" flush valve) 10 0 10 0

Urinal (3/4" flush valve) 5 0 5 0

Urinal (flush tank) 3 0 3 0

Total Fixture Units

B9

Write Here Private or Public

WATER DEMAND ( GPM )

flush tank valve0 0.0 0.0

0 0.0 0

0 0.0 0

0 0 06 5 278 6.5 27

10 8 2712 9.2 28.614 10.4 30.216 11.6 31.818 12.8 33.420 14 3525 17 3830 20 4135 22.5 43.840 24.8 46.545 27 4950 29 51.560 32 5570 35 58.580 38 6290 41 64.8

100 43.5 67.5120 48 72.5140 52.5 77.5160 57 82.5180 61 87200 65 91.5225 70 97250 75 101275 80 105.5300 85 110400 105 126500 125 142750 170 178

1000 208 2081250 240 2401500 267 2671750 294 2942000 321 3212250 348 3482500 375 3752750 402 402

WATER DEMAND ( m3/ h )

3000 432 4324000 525 5255000 593 5936000 643 6437000 685 6858000 718 7189000 745 745

10000 769 769

Public Private

Cold Hot Total Cold Hot

Water closet (flush valve) 10 0 10 6

Water closet (flush tank) 5 5 3

Water Bidet 1.5 1.5 2 0.75 0.75

Hose for W.C 1.5 1.5 2 0.75 0.75

Lavatory (& H.B.) 1.5 1.5 2 0.75 0.75

Janitor Sink 1.5 1.5 2 0.75 0.75

Service sink 2.25 2.25 3 1.5 1.5

Shower 3 3 4 1.5 1.5

Bath tub 3 3 4 1.5 1.5

Kitchen sink 3 3 4 1.5 1.5

Dishwashing machine 1 1 1

Laundry 3 3 4 1.5 1.5

Ablution (Public) 1 1 1.5 1 1

Urinal (1" flush valve) 10 10 10

Urinal (3/4" flush valve) 5 5 5

Urinal (flush tank) 3 3 3

: August 31, 2009: SAK-EC

* You are allowed to change

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

0 0 0 0 0 0 0 0 0

0 0 0 0 0 0 0 0 0

0 0 0 0 0 0 0 0 0

0 0 0 0 0 0 0 0 0

0 0 0 0 0 0 0 0 0

0 0 0 0 0 0 0 0 0

0 0 0 0 0 0 0 0 0

0 0 0 0 0 0 0 0 0

0 0 0 0 0 0 0 0 0

0 0 0 0 0 0 0 0 0

0 0 0 0 0 0 0 0 0

0 0 0 0 0 0 0 0 0

0 0 0 0 0 0 0 0 0

0 0 0 0 0 0 0 0 0

0 0 0 0 0 0 0 0 0

0 0 0 0 0 0 0 0 0

Total weight in fixture units

Cold Hot Total

0 0 0

0 0 0

0 0 0

0 0 0

0 0 0

0 0 0

0 0 0

0 0 0

0 0 0

0 0 0

0 0 0

0 0 0

0 0 0

0 0 0

0 0 0

0 0 0

0 0 0


0.0 GPM 0.0 GPM 0.0 GPM0.00 m3/h 0.00 m3/h 0.00 m3/h

Private

Total

6

3

1

1

1

1

2

2

2

2

1

2

1.5

10

5

3

11th F 12th F 13th F 14th F

0 0 0 0 0

0 0 0 0 0

0 0 0 0 0

0 0 0 0 0

0 0 0 0 0

0 0 0 0 0

0 0 0 0 0

0 0 0 0 0

0 0 0 0 0

0 0 0 0 0

0 0 0 0 0

0 0 0 0 0

0 0 0 0 0

0 0 0 0 0

0 0 0 0 0

0 0 0 0 0

Total fixtures


Assumed Data * You are allowed to changeCalculated data

Given Data:Number of persons = 1

Design Basis of Water Supply SystemWater Supply Demand:

Water Consumption(L/person/day) = 400Water demand per day(m3/ day) = 1

Main Water Feeder :

Flow rate required ; Q(m3/ sec) = 0.000

Under Ground Water Tank :

Duration Assumption (day) = 2Storage Fire Fighting Demand (m3) = 150

Storage water supply Demand (m3) = 3Total Storage Demand (m3) = 153

Tank depth (m) = 3 * Could be changed according to Arch. RequirementTank Length (m) = 10 * Could be changed according to Arch. RequirementTank Width (m) = 6Actual Area of Tank (m2) = 51Tank depth (m) = 3Tank Length (m) = 10Tank Width (m) = 6

Upper Roof Water Tank :


Duration Assumption (day) = 0.5Tank Storage Required (m3) = 1


Assumed Data * You are allowed to change

Calculated dataQ (m3/day) = 1Pump working hours = 12Then

Lifting Pump Calculations

Pump Discharge

Q (GPM) = 1

Pump Head

Static Head Hs (m) = 11Losses = 5.55

Pump Head (m) = 19

Time Required to Fill Upper Roof Tank

T (Hr) = 4.64

Power

Pump Efficiency = 0.8Power (Hp) = 1

Booster Pump Calculations

Pump Discharge

Q (L/s) = 0Pump Head (m) = 11

Power



Project : XXX Date : August 31, 2009Location : Jeddah Designe : SAK-EC

Assumed Data * You are allowed to changeCalculated data

Head loss calculation using ( 1 ) COLBROOK Formula For DOMESTIC WATER BOOSTER

K P

ipe

roug

hnes

s

Local factors of fittings

F L

iner

loss

fact

or

Loss

m

per

100

m

dh(1

) Li

ner l

oss

dh(2

) Lo

cal l

oss

DH

Tot

al lo

ss

Tota

l hea

d (D

H+G

H) /

pip

e

Acc

umul

ativ

e P

ress

ure

gate

val

ve

Mul

timed

ia fi

lter

Foot

val

ve

chec

k va

lve

elbo

w (

45 le

g.)

elbo

w (

90 le

g.)

tee

redu

cer

Stra

iner

disc

harg

e ou

tlet

Tota

l loc

al fa

ctor

s

no. DN mm m mm GPM l/s 0.2

1.0

1.0

2.0

0.3

0.3

0.9

0.5

2.0

1.0 1/1 m m/s 1/1 1/1 m m m m m m

PUMP TO A 63 PVC 53.6 10 0.01 42 2.646 1 1 1 1 1 1 1 7.4 5 1.17266 62854.325 0.0206 2.69 0.3 0.519 0.79 5.79 5.788

A TO B 50 PVC 42.6 2.5 0.01 40 2.52 1 0.9 0 1.76804 75318.396 0.02011 7.52 0.2 0.143 0.33 0.33 6.119

B TO C 50 PVC 42.6 25 0.01 28 1.764 2 4 1 2.5 5 1.23763 52722.877 0.02148 3.94 1 0.195 1.18 6.18 12.3

C TO D 40 PVC 34 15 0.01 19 1.197 1 1 1 1 1.9 0 1.3184 44825.522 0.02236 5.83 0.9 0.168 1.04 1.04 7.161

D TO E 25 PVC 21.2 15 0.01 6 0.378 1 1 1 1 1.9 0 1.07085 22702.101 0.02614 7.21 1.1 0.111 1.19 1.19 8.353

E TO F 20 PVC 17 5 0.01 5 0.315 1 1 1 1 2.7 0 1.38779 23592.38 0.02619 15.1 0.8 0.265 1.02 1.02 9.374

TOTAL 73 5 1 1 1 1 7 6 3 1 1 17.3 10 7.95536 282015.6 0.13686 42.3 4 1 6 15.55

###

Static head = 10.00 m ###

Outlet pressure 35 PSI = 5.00 m ###

total friction loss = 5.55 m ###

total dynamic head = 20.55 m ###

Add 10 % safety 0.00 = 22.61 m ###


no.

part

of p

ipe

DN

Nom

inal

dia

met

er

ID P

ipe

Inne

r dia

met

er

L P

ipe

leng

th

Q F

low

rate

GH

Sta

tic h

ead

V M

ean

Vel

ocity

RE

Rey

nold

s nu

mbe

r

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)

Where: J : linear loss factorL : length Of the pipe (m.)

: friction loss factor (COLBROOK-WHITE formula)V : velocity of water (m/s)g : gravity acceleration (9.81 m/s²)D : pipe inside diameter (m.)

COLBROOK WHITE formula:……………………………………………………………….. ( 4 )

1 = - 2 x log [

k+

2.51)

3.7 x D

Where: K : pipe inside Surface roughness (m.)D : pipe inside diameter (m.)

RE : REYNOLD’S no. is given as follows: (1/1)

Where: n 1E-06V : velocity of water (m/s)D : pipe inside diameter (m.)

V = Q / A ………………………………………...………………………………………. ( 6 )

Where: Q : flow rate (m³/s)A : cross section are of the pipe (m²)

J = l . V² / ( 2 g D ) ………..…………………………………………………………….. (3)

l

sqr(l) Re x sqr( l )

RE = V x D / n …………………………………………………………………………. ( 5 )

: water viscosity= ( n = m2/s)

Data for the First pipe : 300 PVC Pipe type & size 300315 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 m³/sec

A = 3.14 x 0.267 ² / 4 = 0.05616 m²

V = Q / A = 0.449 m/s

0.449 x 0.2674 / 0.000001 = 119991.16

1 = - 2 log [

0.00001+

2.51 ]

3.7 x 0.267 119991.2

By solving above equation :

0.01754

0.01754 x 0.4487 x 0.449= 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 / ( 2 . G ) …..…………………………………………………….. (7)

Where: G : Gravity acceleration (9.81 m/s²)V : Velocity of water (m/s)

SUM ZE : Sum of local loss factors

SUM ZE = gate valve 3 x 0.2 = 0.6Multimedia filter 1 x 1 = 1Foot valve 1 x 1 = 1check valve 1 x 2 = 2elbow ( 45 leg.) 1 x 0.3 = 0.3elbow ( 90 leg.) 0 x 0.3 = 0tee 0 x 0.9 = 0reducer 0 x 0.5 = 0

p x D2 / 4 =

Re = V x D / n =

sqr(l) x sqr( l )

l =

J = l . V² / ( 2 g D ) =

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

HS2 = SUM ZE . V ² / ( 2 . g )

HS(2) = SUM ZE.x V² / ( 2 g ) = 6.9 x 0.4487 X 0.4487

= 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!B11315 mm Out side diameter (mm)23.8 mm Wall thickness (mm)


Flow : Q = 400.0 GPM = 25.2 l/s = 0.0252 m³/sec

A = 3.14 x 0.267 ² / 4 = 0.05616 m²

V = Q / A = 0.177 m/s

.177 x 0.2674 / 0.000001 = 37694.59

1 = - 2 log [

0.00001+

2.51 ]

3.7 x 0.267 37694.6

By solving above equation : 0.02241

0.02241 x 0.1771 x 0.177= 0.00017 m/m

2 x 9.81 x 0.2674





HS2 = SUM ZE . V ² / ( 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.) 0 x 0.3 = 0tee 1 x 0.9 = 0.9reducer 0 x 0.5 = 0Strainer 0 x 2 = 0discharge outlet 0 x 1 = 0Total local factors = 0.90

HS2 = SUM ZE . V ² / ( 2 . g )

HS(2) = SUM ZE.x V² / ( 2 g ) = 0.9 x 0.1771 X 0.1771

= 0.0018 m

p x D2 / 4 =

Re = V x D / n =

sqr(l) x sqr( l )

l =

J = l . V² / ( 2 g D ) =

HS(2) = SUM ZE.x V² / ( 2 g ) = 0.9 x 2 x 9.81

= 0.0018 m

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 & size355 mm Out side diameter (mm)26.3 mm Wall thickness (mm)


Flow : Q = 350.0 GPM = 22.05 l/s = 0.02205 m³/sec

A = 3.14 x 0.302 ² / 4 = 0.07182 m²

V = Q / A = 0.307 m/s

.307 x 0.3024 / 0.3 = 92840.38

1 = - 2 log [ 0.00001 + 2.51 ]3.7 x 0.302 47129.3

By solving above equation : 0.01844

0.01844 x 0.307 x 0.307 = 0.0 m/m 2 x 9.81 x 0.3024





HS2 = SUM ZE . V ² / ( 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 = 2.90

HS2 = SUM ZE . V ² / ( 2 . g )

HS(2) = SUM ZE.x V² / ( 2 g ) = 2.9 x 0.307 X 0.307 = 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

p x D2 / 4 =

Re = V x D / n =

sqr(l) x sqr( l )

l =

J = l . V² / ( 2 g D ) =

Data for the Fourth pipe : 250 PVC Pipe type & size 250250 mm Out side diameter (mm)18.6 mm Wall thickness (mm)


Flow : Q = 100.0 GPM = 06.3 l/s = 0.0063 m³/sec

A = 3.14 x 0.213 ² / 4 = 0.03556 m²

V = Q / A = 0.177 m/s

.177 x 0.2128 / = 92840.38

1 = - 2 log [

0.00001+

2.51 ]

3.7 x 0.213 0.0


0.02241

0.02241 x 0.1771 x 0.177= 0.0 m/m

2 x 9.81 x 0.2128





HS2 = SUM ZE . V ² / ( 2 . G ) …..…………………………………………………….. (7)



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.) 2 x 0.3 = 0.6tee 0 x 0.9 = 0reducer 1 x 0.5 = 0.5

p x D2 / 4 =

Re = V x D / n =

sqr(l) x sqr( l )

l =

J = l . V² / ( 2 g D ) =


HS2 = SUM ZE . V ² / ( 2 . g )

HS(2) = SUM ZE.x V² / ( 2 g ) = 1.1 x 0.1771 X 0.1771

= 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 200200 mm Out side diameter (mm)14.9 mm Wall thickness (mm)


Flow : Q = 100.0 GPM = 06.3 l/s = 0.0063 m³/sec

A = 3.14 x 0.17 ² / 4 = 0.02275 m²

V = Q / A = 0.277 m/s

0.277 x 0.1702 / = 47129.31

1 = - 2 log [

0.00001+

2.51 ]

3.7 x 0.17 47129.3


0.02137

0.02137 x 0.2769 x 0.277= 0.00049 m/m

2 x 9.81 x 0.1702





HS2 = SUM ZE . V ² / ( 2 . G ) …..…………………………………………………….. (7)



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.) 3 x 0.3 = 0.9tee 0 x 0.9 = 0reducer 1 x 0.5 = 0.5

p x D2 / 4 =

Re = V x D / n =

sqr(l) x sqr( l )

l =

J = l . V² / ( 2 g D ) =


HS2 = SUM ZE . V ² / ( 2 . g )

HS(2) = SUM ZE.x V² / ( 2 g ) = 3.4 x 0.2769 X 0.2769

= 0.0133 m 2 x 9.81

= HS1 + HS2 = 0.158 + 0.013 = 0.171 m


= 0.0 + 0.171 = 0.171 m

Data for the Sexth pipe : 150 PVC Pipe type & size 150160 mm Out side diameter (mm)11.9 mm Wall thickness (mm)


Flow : Q = 50.0 GPM = 03.15 l/s = 0.00315 m³/sec

A = 3.14 x 0.136 ² / 4 = 0.01457 m²

V = Q / A = 0.216 m/s

0.216 x 0.1362 / = 29447.17

1 = - 2 log [ 0.00001 + 2.51 ]3.7 x 0.136 0.0


0.02377

0.02377 x 0.2162 x 0.216 = 0.0 m/m 2 x 9.81 x 0.1362





HS2 = SUM ZE . V ² / ( 2 . G ) …..…………………………………………………….. (7)



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 = 1.10

HS2 = SUM ZE . V ² / ( 2 . g )

HS(2) = SUM ZE.x V² / ( 2 g ) = 1.1 x 0.2162 X 0.2162 = 0.0026 m 2 x 9.81

= HS1 + HS2 = 0.02 + 0.003 = 0.022 m


p x D2 / 4 =

Re = V x D / n =

sqr(l) x sqr( l )

l =

J = l . V² / ( 2 g D ) =

= 0.0 + 0.022 = 0.022 m

Data for the Seventh pipe : 63 PVC Pipe type & size 6363 mm Out side diameter (mm)

4.7 mm Wall thickness (mm)


Flow : Q = 50.0 GPM = 03.15 l/s = 0.00315 m³/sec

A = 3.14 x 0.054 ² / 4 = 0.00226 m²

V = Q / A = 1.396 m/s

1.396 x 0.0536 / = 74826.58

1 = - 2 log [ 0.00001 + 2.51 ]3.7 x 0.054 0.0


0.01993

0.01993 x 1.396 x 1.396 = 0.0 m/m 2 x 9.81 x 0.0536





HS2 = SUM ZE . V ² / ( 2 . G ) …..…………………………………………………….. (7)



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 = 10 = 1.80

HS2 = SUM ZE . V ² / ( 2 . g )

HS(2) = SUM ZE.x V² / ( 2 g ) = 1.8 x 1.396 X 1.396 = 0.1788 m 2 x 9.81

= HS1 + HS2 = 1.182 + 0.179 = 1.361 m


p x D2 / 4 =

Re = V x D / n =

sqr(l) x sqr( l )

l =

J = l . V² / ( 2 g D ) =

= 30.0 + 1.361 = 31.361 m


Assumed * You are allowed to change

Calculated

Given Data:Number of persons = 1

Boiler Design

Water Consumption(L/person/day) = 400Hot Water Consumption (L) = 120Hot Water demand per day(m3/ day) = 1Average Demand per Hour (m3/h) = 1Peak Duration (h) = 3Volume of Heated Water (m3) = 3Cold Water Tank Volume % = 25%Tank Volume (m3) = 4

Tank Diameter (m) = 2Tank Length (m) = 2




Calculated

Design of Circulating Pump

Q (m3/h) = 1Q (l/s) = 1Head (m) = 11Pump Efficiency = 0.8Power (Hp) = 1




Calculated

Drain Sump

Sewer DrainageNo. of Drainage Fixtures = 0Fixtures Flow Rate (L / min) = 0

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

Laundry DrainageLaundry Demand (L / bed / day) = 130No. of beds = 1Laundry Drainage (L / min) = 1

Kitchen DrainageKitchen Demand (L / person / day) = 160No. of persons = 1Kitchen Drainage (L / min) = 1

Total Drainage Flow (L / min) = 3

Duration Time of Empting Sump (min) = 10

Sump Capacity (m3) = 0

Sump Depth (m) = 1.5Water Surface Area (m2) = 1

Pump occupancy of Sump Area = 40%Water occupancy of Sump Area = 60%Sump Surface Area (m2) = 2

Sump DimensionSump depth (m) = 2Sump Length (m) = 2Sump Width (m) = 2




Calculated

Design of submersible PumpSump Capacity (m3) = 8Sump Empting Time (min) = 10

Q (L/S) = 14Q (m3/s) = 0.014Main Pipe Velocity (m/s) = 1Main Pipe Diameter (mm) = 140 * Take the larger Standard Size

Pump Head

Static Head Hs (m) = 6 *From Sump Bottom Level to Septic TankAssume Losses (m) = 0.1 of static HeadLosses = 0.6

Pump Head (m) = 8

Power




Assumed D* You are allowed to change

Calculated

Design of Reaction Tank

Q (m3/day) = 1Q Sewer (m3/day) = 1Sewerage Flow to Be Treated (m3/day) = 1

Assume

Reaction Tank Dimension Length (m) = 3Width (m) = 3Depth (m) = 3Water DimensionsLength (m) = 3Width (m) = 3Depth (m) = 2.5

Reaction Tank Capacity (m3) = 22.5

Times to Fill Tank (time/day) = 1

Filter Design

Filtration Rate (m3/m2/h) = 22.5Qpump (m3/h) = 4Filter Area (m2) = 5.63


Filter Diameter (m) = 2.68



Calculated

Filtration Pump

Capacity (m3) = 23Pump working hours = 12Working time (h) = 12.0Qpump (L/S) = 1Pump Head (m) = 11Pump Efficiency = 0.8Power (Hp) = 1


ws calculation

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