Sewer MM/
Table # 4.7
| Descriptive |
Population |
Avg. |
Peak |
Storm |
Design |
Design |
Exist.dia |
Remarks |
|
Category |
|
Daily |
Flow |
Allowance |
Flow |
Dia |
|
|
|
|
|
Flow |
|
|
|
|
|
|
|
|
(Person) |
(m3/d) |
(m3/d) |
(m3/d) |
(m3/d) |
(mm) |
(mm) |
|
|
Computer |
100 |
3.785 |
15.14 |
15.14 |
34.065 |
|
|
|
|
dept. |
|
|
|
|
|
|
|
|
|
Arch.dept. |
250 |
9.46 |
37.85 |
37.85 |
85.14 |
|
|
|
|
Chemical. |
250 |
9.46 |
37.85 |
37.85 |
85.14 |
|
|
|
|
Dept. |
|
|
|
|
|
114 |
225 |
Satisfactory |
|
8.c type |
64 |
18.17 |
72.67 |
72.67 |
160.53 |
|
|
|
|
House |
|
|
|
|
|
|
|
|
|
Girls |
72 |
10.9 |
43.6 |
43.6 |
98.1 |
|
|
|
|
Hostel |
|
|
|
|
|
|
|
|
|
I.T Dept. |
100 |
3.785 |
30.28 |
30.28 |
34.065 |
|
|
|
|
New compu- |
100 |
3.785 |
30.28 |
30.28 |
34.065 |
|
|
|
|
ter. Dept. |
|
|
|
|
|
|
|
|
SUM = 534.11 m3/d
= .0062 m3/s
Trunk sewer L/K:
This sewer carries discharge of LL’ and M’L hydraulic calculations of sewer LL’ are carried out in the following table.
Sewer LL/:
Table # 5.8
| Descriptive |
Population |
Avg. |
Peak |
Storm |
Design |
Design |
Exist.dia |
Remarks |
|
Category |
|
Daily |
Flow |
Allowance |
Flow |
Dia |
|
|
|
|
|
Flow |
|
|
|
|
|
|
|
|
(Person) |
(m3/d) |
(m3/d) |
(m3/d) |
(m3/d) |
(mm) |
(mm) |
|
|
Habib Bank |
15 |
0.57 |
2.27 |
2.27 |
5.13 |
|
|
|
|
Admin Block |
300 |
11.36 |
45.42 |
45.42 |
102.24 |
|
|
|
|
Elect.Dept. |
1000 |
37.85 |
15.14 |
15.14 |
340.65 |
|
|
|
|
Islamic.Dept. |
100 |
3.785 |
15.14 |
15.14 |
34.065 |
|
|
|
|
Jamia Mosq. |
300 |
11.36 |
45.42 |
45.42 |
102.51 |
|
|
|
|
Library |
500 |
18.925 |
75.7 |
75.7 |
170.325 |
351 |
300 |
Under Sized |
|
Public Health |
150 |
5.68 |
22.71 |
22.71 |
51.12 |
|
|
|
|
Dept. |
|
|
|
|
|
|
|
|
|
Civil.Engg. |
1000 |
37.85 |
15.14 |
15.14 |
340.65 |
|
|
|
|
Dept. |
|
|
|
|
|
|
|
|
|
24 - Family |
192 |
54.51 |
218.02 |
218.02 |
490.59 |
|
|
|
|
Flat |
|
|
|
|
|
|
|
|
|
10 – P type |
80 |
22.71 |
90.84 |
90.84 |
204.39 |
|
|
|
Sum =1814.67 m3/d
Discharge from disposal point #1 =3172 m3/d
Total flow =5014 m3/d =0.058 m3/s
Sewer M/L/:
This sewer carries discharge from MM/ and adjacent area. The hydraulic calculations are given below.
Table # 4.9
| DescriptiveAvg. |
Peak |
Storm |
Design |
Design |
Exist.dia |
Remarks |
|||
|
Category |
|
Daily |
Flow |
Allowance |
Flow |
dia |
|
|
|
|
|
|
Flow |
|
|
|
|
|
||
|
|
(Person) |
(m3/d) |
(m3/d) |
(m3/d) |
(m3/d) |
(mm) |
(mm) |
|
|
|
(49) - R,L.P |
392 |
111.279 |
445.12 |
445.12 |
1001.5 |
|
|
|
|
|
Type |
|
|
|
|
|
|
|
|
|
|
15 - P type |
120 |
34.065 |
136.26 |
136.26 |
306.6 |
227 |
375 |
Satisfactory |
|
|
12 - L type |
96 |
27.252 |
109.1 |
109.1 |
245.27 |
|
|
||
|
|
|
|
|
|
|
|
|
|
|
Sum =1553.37 m3/d
Discharge from MM/ =534.11 m3/d
Total =2087.5 m3/d
=0.0242 m3/s
TRUNK SEWER L/K:
Discharge at L/K = discharge from LL/ + discharge from M/L/
5014 +2087.5 =7102 m3/D
=0.0822 m3/d
Design dia =418 mm
Existing dia =310 mm
Comments:
This sewer line is under sized from hydraulic point of view.
Sewer KK’:
Discharge at KK/ =discharge from LK/ + discharge from JK/
=7102 +5178.5 =12280.5 m3/d
=0.142 m3/s
Design dia =550 mm
Existing dia =450 mm
Comments:
This sewer line is under sized from hydraulic point of view.