An excel sheet for calculations of earthing requirements for a building
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Department of Civil & Environmental Engineering Project
Course
Environmental CAD Design
CE 4014
Part of Structure
Calc. Sheet No.
BOD & Hydraulic Loading Calculations Drawing Ref.
Calculations By
Checked By
Donal O' Connor Calculations
Ref.
Date
3/14/2008 Output
General Details Current Population
=
Predicted Population in 20 years
1400 people =
2080 people
Allow for 60g BOD / person / day Allow for 250 l wastewater / person / day →
Max. BOD Loading
=
(2080 x 0.06)
=
124.8 kg
→
Min. BOD Loading
=
(1400 x 0.06)
=
84 kg
→
Max. Hydraulic Loading =
(2080 x 0.25)
=
520 m3
→
Min. Hydraulic Loading
(1400 x 0.25)
=
350 m3
=
Calculation of PE in Riversdale Hotels: One bed Non-local workers Meals
= = =
1 P.E. 0.4 P.E. 0.1 P.E.
Sheen Falls Hotel: PEAK Beds Non-local workers Meals Total
= = =
50 x 1 4 x 0.4 100 x 0.1
= = = =
50 1.6 10 61.6 P.E.
OFF - PEAK The Hotel closes during off-peak times
Dept Civil Engineering
Page 1
UCC
Department of Civil & Environmental Engineering Project
Course
Environmental CAD Design
CE 4014
Part of Structure
Calc. Sheet No.
BOD & Hydraulic Loading Calculations Drawing Ref.
Calculations By
Checked By
Donal O' Connor Calculations
Ref.
Date
3/14/2008 Output
The Park Hotel: PEAK Beds Non-local workers Meals Total
= = =
46 x 1 3 x 0.4 80 x 0.1
= = = =
46 1.2 8 55.2 P.E.
= = =
12 x 1 0 12 x 0.1
= = = =
12 0 1.2 13.2 P.E.
= = =
30 x 1 3 x 0.4 60 x 0.1
= = = =
30 1.2 6 37.2 P.E.
= = =
8x 1 0 8 x 0.1
= = = =
8 0 0.8 8.8 P.E.
→
Total Max.
=
154 P.E.
→
Total Min.
=
22 P.E.
OFF - PEAK Beds Non-local workers Meals Total
Riversdale House Hotel: PEAK Beds Non-local workers Meals Total OFF - PEAK Beds Non-local workers Meals Total
Guesthouses: Guest-house occupants
=
Max. occupancy = 90 x 0.8
Dept Civil Engineering
0.8 P.E. =
72 P.E.
Page 2
UCC
Department of Civil & Environmental Engineering Project
Course
Environmental CAD Design
CE 4014
Part of Structure
Calc. Sheet No.
BOD & Hydraulic Loading Calculations Drawing Ref.
Ref.
Calculations By
Donal O' Connor Calculations Min. occupancy = 10 x 0.8 =
Checked By
Date
3/14/2008 Output 8 P.E.
Restaurants: Meals
=
0.1 P.E.
Mulcahy's: PEAK Meals
=
180 x 0.1
=
18 P.E.
=
70 x 0.1
=
7 P.E.
120 x 0.1
=
12 P.E.
OFF - PEAK Meals
The Old Dutch: PEAK Meals
=
OFF - PEAK The restaurant closes during off-peak times →
Total Max.
=
30 P.E.
→
Total Min.
=
7 P.E.
Hospital & Day Care Centre: No. of Hospital beds = 1 bed = Hospital occupants = No. of Hospital staff = No. of Day care children = Day care occupants = → →
Total Max. Total Max.
Dept Civil Engineering
= =
35 2 P.E. 0.4 P.E. 28 30 0.3 P.E. ( 35 x 2 ) + ( 28 x 0.4 ) + ( 30 x 0.3 ) 90.2 P.E.
Page 3
UCC
Department of Civil & Environmental Engineering Project
Course
Environmental CAD Design
CE 4014
Part of Structure
Calc. Sheet No.
BOD & Hydraulic Loading Calculations Drawing Ref.
Calculations By
Checked By
Date
Donal O' Connor Calculations
Ref.
3/14/2008 Output
Schools: School children Boys Primary School
= =
0.3 P.E. 200 pupils
Girls Primary School Secondary School
= =
220 pupils 620 pupils ( 366 from outside Riversdale )
→ →
Total Max. Total Max.
= =
( 200 x 0 ) + ( 220 x 0 ) + ( 366 x 0.3 ) 109.8 P.E.
Industrial Estate: Total no. of workers Workers outside town Workers outside town Max. no. of workers Max. no. from outside
= = = = =
80 72 0.4 P.E. 300 270
→
Total Max.
=
( 270 x 0.4 )
=
108 P.E.
→
Total Min.
=
( 72 x 0.4 )
=
28.8 P.E.
Food Industry: →
Max. BOD Loading
=
46 kg / day
→
Min. BOD Loading
=
29.02 kg / day
→
Max. Hydraulic Loading =
130 m3 / day
→
Min. Hydraulic Loading
=
82 m3 / day
Calculation of BOD and Hydraulic Loading in Riversdale →
Total Max.
=
2644 P.E.
→
Total Min.
=
1556 P.E.
Allow for 60g BOD / person / day Allow for 250 l wastewater / person / day
Dept Civil Engineering
Page 4
UCC
Department of Civil & Environmental Engineering Project
Course
Environmental CAD Design
CE 4014
Part of Structure
Calc. Sheet No.
BOD & Hydraulic Loading Calculations Drawing Ref.
Calculations By
Checked By
Donal O' Connor Calculations
Ref.
Date
3/14/2008 Output
Max. BOD Loading: = = =
( 2644 x 0.06 ) + BOD Loading from Food Industry ( 2644 x 0.06 ) + 46 204.64 kg BOD / day
Min. BOD Loading: = = =
( 1556 x 0.06 ) + BOD Loading from Food Industry ( 1556 x 0.06 ) + 29.02 122.38 kg BOD / day
Max. Hydraulic Loading: = = =
( 2644 x 0.25 ) + Hydraulic Loading from Food Industry ( 2644 x 0.25 ) + 130 791 m3 / day
Min. Hydraulic Loading: = = =
( 1556 x 0.25 ) + Hydraulic Loading from Food Industry ( 1556 x 0.25 ) + 82 471 m3 / day
Table of Results:
Population Hotels Guesthouses Restaurants Hospital Schools Industrial Estate Food Industry Total
Dept Civil Engineering
BOD Loading kg BOD / day Max. Min. 84.00 124.80 9.24 1.32 4.32 0.48 1.80 0.42 5.41 5.41 6.59 0.00 6.48 1.73 46.00 29.02 204.64
Department of Civil & Environmental Engineering Project
Course
Environmental CAD Design
CE 4014
Part of Structure
Calc. Sheet No.
BOD & Hydraulic Loading Calculations Drawing Ref.
Ref.
Dept Civil Engineering
Calculations By
Donal O' Connor Calculations
Page 6
Checked By
Date
3/14/2008 Output
UCC
Department of Civil & Environmental Engineering Project
Course
Environmental CAD Design
CE 4014
Part of Structure
Calc. Sheet No.
Assessment of Capacity of Existing Plant Drawing Ref.
Calculations By
Checked By
Donal O' Connor Calculations
Ref.
Date
3/14/2008 Output
Primary Settling Tank Length and Breath of Tank = →
4m
Area
=
16 m2
Velocity
=
1.2 m / hour
Velocity
=
→
3 DWF
=
19.2 m3 / hour
→
1 DWF
=
6.4 m3 / hour
3 DWF Area
Allow for 250 l wastewater / person / day →
P.E.
=
614.4 ppl
→
BOD
=
36.86 kg / day
→
H. Loading
=
153.60 m3 / day
Height of Pyramidal Section
=
Volume of Pyramidal Section = = Volume of Sludge =
8.5 - 4.6
=
P.E. = 614 ppl BOD = 36.86 kg/day H. Loading = 153.60 m3/day 3.9 m
1 / 3 base x height 20.8 m3
1 / 3 of pyramidal section =
6.93 m3
Retention time of 2 hours in the primary settling tank: Volume of liquid above sludge = =
3 DWF @ 2 hours 38.4 m3
Total Vol. of Liquid = 2 / 3 Vol. of Pyramid + Vol. of Top Section of Tank Vol. of top Section of Tank
=
24 m3
Total Volume of Liquid =
37.87 m3
This equates to 2 hours of DWF
=
Dept Civil Engineering
6 x DWF
Page 7
UCC
Department of Civil & Environmental Engineering Project
Course
Environmental CAD Design
CE 4014
Part of Structure
Calc. Sheet No.
Assessment of Capacity of Existing Plant Drawing Ref.
Calculations By
Ref. →
DWF
=
Checked By
Donal O' Connor Calculations 6.31 m3 / day
Date
3/14/2008 Output
Allow for 250 l wastewater / person / day →
P.E.
=
→
BOD
=
36.35 kg / day
→
H. Loading
=
151.47 m3 / day
P.E. = 606 ppl BOD = 36.35 kg/day H. Loading = 151.47 m3/day
606 ppl
Trickling Filter Diameter of Trickling Filter Depth of Trickling Filter
= =
Vol. of Trickling Filter
=
10.25 m 2m Π r2 x d
The filers can remove 0.12 kg BOD / m3
=
165 m3
=
19.8 kg BOD
Assuming: 45 % removal of BOD in the Primary Settling Tank →
55 % of BOD enters the Tricking Filer
→
P.E.
=
→
BOD
=
36 kg / day
→
H. Loading
=
150 m3 / day
Diameter of Humus Tank Depth of Humus Tank
= =
4.3 m 2m
Vol. of Humus Tank
=
Retention Time
=
Flow Through Tank
=
P.E. = 600 ppl BOD = 35.99 kg/day H. Loading =
600 ppl
149.95 m3/day
Humus Tank
→
Dept Civil Engineering
1 DWF
=
Π r2 x d
=
29 m3
1.5 hrs 19.35
m3 / hour ( 3 DWF )
6.45 m3 / hour
Page 8
UCC
Department of Civil & Environmental Engineering Project
Course
Environmental CAD Design
CE 4014
Part of Structure
Calc. Sheet No.
Assessment of Capacity of Existing Plant Drawing Ref.
Calculations By
Checked By
Donal O' Connor Calculations
Ref.
Date
3/14/2008 Output
Allow for 250 l wastewater / person / day
→
P.E.
=
→
BOD
=
37.16 kg / day
→
H. Loading
=
154.82 m3 / day
Upward Velocity in Tank Plan Area of Tank
= =
Vol. of Wastewater entering tank →
1 DWF
P.E. = 619 ppl BOD = 37.16 kg/day H. Loading = 154.82 m3/day
619 ppl
1.3 m / hour 14.51 m2 =
=
18.87 m3 / hour (3 DWF)
6.29 m3 / hour
Allow for 250 l wastewater / person / day →
P.E.
=
→
BOD
=
36.23 kg / day
→
H. Loading
=
150.95 m3 / day
P.E.
BOD Loading kg BOD / day 36.86 36.35 36.00 37.16 36.23
P.E. = 604 ppl BOD = 36.23 kg/day H. Loading = 150.95 m3/day
604 ppl
Table of Results:
Primary Settling Tank 2 Hours @ 3DWF Trickling Filter Humus Tank 1.5 hr Retention time
614 606 600 619 604
Hydraulic Loading m3 / day 153.60 151.47 150.00 154.82 150.95
From the above figures it can be clearly seen that the existing Treatment Plant is grossly overloaded and entirely inadequate to deal with the waste being produced by the town of Riversdale.
Dept Civil Engineering
Page 9
UCC
Department of Civil & Environmental Engineering Project
Course
Environmental CAD Design
CE 4014
Part of Structure
Calc. Sheet No.
Assessment of Capacity of Existing Plant Drawing Ref.
Ref.
Dept Civil Engineering
Calculations By
Donal O' Connor Calculations
Page 10
Checked By
Date
3/14/2008 Output
UCC
Department of Civil & Environmental Engineering Project
Course
Environmental CAD Design
CE 4014
Part of Structure
Calc. Sheet No.
Sewer Network Design Drawing Ref.
Calculations By
Checked By
Donal O' Connor Calculations
Ref.
Date
3/14/2008 Output
Catchment Area 1 Area Length of Sewer Pipe Slope
= = =
0.3 ha 600 m 1 in 231
Choose Pipe Diameter
=
225 mm
Flow Chart: Velocity Pipe Capacity
= =
0.83 m / s 32 l / s
Time of Travel
=
Time of Concentration
= =
12 min Time of Entry + Time of Travel 16 min
Figure 5 Return Period of 2 years
→
Intensity
Runoff
=
2.78 x A x I
Foul Flow
=
791 m3 / day
=
34.8 mm
=
29.0 l / s
=
9.15 l / s
Pipe must cater for 2.5 DWF →
2.5 DWF
=
22.9 l / s
% of Total Foul in Pipe
=
11 %
→
Total flow through Pipe 31.5 l / s
→
=
<
31.5 l / s 32 l / s Pipe diameter = 225 mm
Selected pipe is adequate
Catchment Area 2 Area Length of Sewer Pipe Slope
Dept Civil Engineering
= = =
0.15 ha 250 m 1 in 156
Page 11
UCC
Department of Civil & Environmental Engineering Project
Course
Environmental CAD Design
CE 4014
Part of Structure
Calc. Sheet No.
Sewer Network Design Drawing Ref.
Calculations By
Donal O' Connor Calculations 225 mm
Ref. Choose Pipe Diameter
Checked By
=
Date
3/14/2008 Output
Flow Chart: Velocity Pipe Capacity
= =
1.02 m / s 42 l / s
Time of Travel
=
Time of Concentration
= =
4.1 min Time of Entry + Time of Travel 8.1 min
Figure 5 Return Period of 2 years
→
Intensity
Runoff
=
2.78 x A x I
Foul Flow
=
791 m3 / day
=
51.3 mm
=
21.4 l / s
=
9.15 l / s
Pipe must cater for 2.5 DWF →
2.5 DWF
=
% of Total Foul in Pipe
=
→
6%
Total flow through Pipe 22.8 l / s
→
22.9 l / s
=
<
22.8 l / s 42 l / s Pipe diameter = 225 mm
Selected pipe is adequate
Catchment Area 3 Area Length of Sewer Pipe Slope
= = =
0.2 ha 330 m 1 in 244
Choose Pipe Diameter
=
225 mm
Flow Chart: Velocity Pipe Capacity
Dept Civil Engineering
= =
0.78 m / s 31 l / s
Page 12
UCC
Department of Civil & Environmental Engineering Project
Course
Environmental CAD Design
CE 4014
Part of Structure
Calc. Sheet No.
Sewer Network Design Drawing Ref.
Calculations By
Checked By
Donal O' Connor Calculations
Ref. Time of Travel Time of Concentration
= =
Date
3/14/2008 Output
7.1 min Time of Entry + Time of Travel
=
11.1 min
Figure 5 Return Period of 2 years
→
Intensity
Runoff
=
2.78 x A x I
Foul Flow
=
791 m3 / day
=
43.4 mm
=
24.1 l / s
=
9.15 l / s
Pipe must cater for 2.5 DWF →
2.5 DWF
=
% of Total Foul in Pipe
=
→
8%
Total flow through Pipe 26 l / s
→
22.9 l / s
=
<
26 l / s 31 l / s Pipe diameter = 225 mm
Selected pipe is adequate
Flow at Manhole 4 There are 3 possible TOT's applying T.O.T. 1 = 12 mins All Areas contribute totally
→
Area
=
→
Intensity
=
34.8 mm
→
Runoff
=
62.9 l / s
Total Foul Flow
= =
25 % 5.7
Total Flow at MH 4
=
68.6 l / s
0.65 ha (TOC = 16mins)
x
22.9 l / s
T.O.T. 2 = 4.1 mins
Dept Civil Engineering
Page 13
UCC
Department of Civil & Environmental Engineering Project
Course
Environmental CAD Design
CE 4014
Part of Structure
Calc. Sheet No.
Sewer Network Design Drawing Ref.
Calculations By
Ref.
Checked By
Donal O' Connor Calculations ( 4.1 / 12) x 0.3 = ( 4.1 / 4.1) x 0.15 = ( 4.1 / 7.1) x 0.2 =
Area 1 Area 2 Area 3
= = =
Total Area
=
0.4 ha
→
Intensity
=
51.3 mm
→
Runoff
=
52.5 l / s
Total Foul Flow
= =
25 % 5.7
Total Flow at MH 4
=
58.2 l / s
Area 1 Area 2 Area 3
= = =
( 7.1 / 12) x 0.3 = ( 7.1 / 7.1) x 0.15 = ( 7.1 / 7.1) x 0.2 =
Total Area
=
0.53 ha
→
Intensity
=
43.4 mm
→
Runoff
=
63.6 l / s
Total Foul Flow
= =
25 % 5.7
Total Flow at MH 4
=
69.4 l / s
Date
3/14/2008 Output 0.1 ha 0.15 ha 0.12 ha
(TOC = 8.1mins)
x
22.9 l / s
T.O.T. 3 = 7.1 mins
→
Total Flow at MH 4
=
0.18 ha 0.15 ha 0.20 ha
(TOC = 11.1mins)
x
22.9 l / s
69.4 l / s
Catchment Area 4 Area Length of Sewer Pipe Slope
= = =
0.25 ha 900 m 1 in 250
Choose Pipe Diameter
=
225 mm
Flow Chart:
Dept Civil Engineering
Page 14
UCC
Department of Civil & Environmental Engineering Project
Course
Environmental CAD Design
CE 4014
Part of Structure
Calc. Sheet No.
Sewer Network Design Drawing Ref.
Calculations By
Checked By
Donal O' Connor Calculations
Ref. Velocity Pipe Capacity
= =
Date
3/14/2008 Output
0.83 m / s 32 l / s
Time of Travel Time of Concentration
= =
18.1 min Time of Entry + Time of Travel
=
20.1 min
Figure 5 Return Period of 2 years
→
Intensity
Runoff
=
2.78 x A x I
Foul Flow
=
791 m3 / day
=
30.2 mm
=
75.6 l / s
=
9.15 l / s
Pipe must cater for 2.5 DWF →
2.5 DWF
=
22.9 l / s
% of Total Foul in Pipe
=
39 %
→
Total flow through Pipe 84.5 l / s
→
=
>
84.5 l / s 32 l / s
Selected pipe is inadequate
Choose Pipe Diameter
=
375 mm
Flow Chart: Velocity Pipe Capacity
= =
1.08 m / s 125 l / s
Time of Travel
=
Time of Concentration
= =
13.9 min Time of Entry + Time of Travel + 12mins 27.9 min
Figure 5 Return Period of 2 years
Dept Civil Engineering
→
Intensity
=
→
Intensity
=
Page 15
1200 / ( t + 19 ) 25.6 mm
UCC
Department of Civil & Environmental Engineering Project
Course
Environmental CAD Design
CE 4014
Part of Structure
Calc. Sheet No.
Sewer Network Design Drawing Ref.
Ref. Runoff
=
Foul Flow
=
Calculations By
Checked By
Donal O' Connor Calculations 2.78 x A x I = 791 m3 / day
=
Date
3/14/2008 Output 64.03 l / s 9.15 l / s
Pipe must cater for 2.5 DWF →
2.5 DWF
=
22.9 l / s
% of Total Foul in Pipe
=
39 %
→
Total flow through Pipe 72.95 l / s
→
=
<
72.95 l / s 125 l / s Pipe diameter = 375 mm
Selected pipe is adequate
Catchment Area 5 Area Length of Sewer Pipe Slope
= = =
0.5 ha 750 m 1 in 250
Choose Pipe Diameter
=
300 mm
Flow Chart: Velocity Pipe Capacity
= =
0.96 m / s 72 l / s
Time of Travel
=
Time of Concentration
= =
13.0 min Time of Entry + Time of Travel 17.0 min
Figure 5 Return Period of 2 years
→
Intensity
Runoff
=
2.78 x A x I
Foul Flow
=
791 m3 / day
=
33.5 mm
=
46.6 l / s
=
9.15 l / s
Pipe must cater for 2.5 DWF →
Dept Civil Engineering
2.5 DWF
=
22.9 l / s
Page 16
UCC
Department of Civil & Environmental Engineering Project
Course
Environmental CAD Design
CE 4014
Part of Structure
Calc. Sheet No.
Sewer Network Design Drawing Ref.
Calculations By
Checked By
Donal O' Connor Calculations
Ref. % of Total Foul in Pipe →
=
→
3/14/2008 Output
16 %
Total flow through Pipe 50.2 l / s
Date
=
50.2 l / s
<
72 l / s Pipe diameter = 300 mm
Selected pipe is adequate
Catchment Area 6 Area Length of Sewer Pipe Slope
= = =
0.15 ha 250 m 1 in 179
Choose Pipe Diameter
=
300 mm
Flow Chart: Velocity Pipe Capacity
= =
1.1 m / s 75 l / s
Time of Travel
=
Time of Concentration
= =
3.8 min Time of Entry + Time of Travel + 13mins 18.8 min
Figure 5 Return Period of 2 years
→
Intensity
Runoff
=
2.78 x A x I
Foul Flow
=
791 m3 / day
=
31.4 mm
=
56.7 l / s
=
9.15 l / s
Pipe must cater for 2.5 DWF →
2.5 DWF
=
22.9 l / s
% of Total Foul in Pipe
=
25 %
→
Dept Civil Engineering
Total flow through Pipe
=
Page 17
62.5 l / s
UCC
Department of Civil & Environmental Engineering Project
Course
Environmental CAD Design
CE 4014
Part of Structure
Calc. Sheet No.
Sewer Network Design Drawing Ref.
Calculations By
Donal O' Connor Calculations < 75 l / s
Ref. 62.5 l / s →
Checked By
Date
3/14/2008 Output Pipe diameter = 300 mm
Selected pipe is adequate
Flow at Manhole 7 There are 2 possible TOT's applying T.O.T. 1 = 25.9 mins All Areas contribute totally
→
Area
=
→
Intensity
=
25.6 mm
→
Runoff
=
110.3 l / s
1.55 ha
(TOC = 27.9mins)
Total Foul Flow
= =
64 % x 14.7 l / s
Total Flow at MH 7
=
124.9 l / s
= = = = = =
( 2.9 / 12) x 0.3 = ( 2.9 / 4.1) x 0.15 = ( 2.9 / 7.1) x 0.2 =
Total Area
=
1.16 ha
→
Intensity
=
31.4 mm
→
Runoff
=
101.3 l / s
22.9 l / s
T.O.T. 2 = 16.8 mins Area Area Area Area Area Area
1 2 3 4 5 6
Total Foul Flow
= =
Total Flow at MH 7
=
→
Dept Civil Engineering
Total Flow at MH 7
0.07 ha 0.11 ha 0.08 ha 0.25 ha 0.50 ha 0.15 ha
(TOC = 18.8mins)
64 % x 14.7 l / s
22.9 l / s
115.9 l / s
=
Page 18
124.9 l / s
UCC
Department of Civil & Environmental Engineering Project
Course
Environmental CAD Design
CE 4014
Part of Structure
Calc. Sheet No.
Sewer Network Design Drawing Ref.
Calculations By
Checked By
Donal O' Connor Calculations
Ref.
Date
3/14/2008 Output
Catchment Area 7 Area Length of Sewer Pipe Slope
= = =
0.2 ha 400 m 1 in 160
Choose Pipe Diameter
=
375 mm
Flow Chart: Velocity Pipe Capacity
= =
1.3 m / s 155 l / s
Time of Travel Time of Concentration 1
=
5.1 min
=
2 + 12 + 13.9 + 5.1 33.0 min
=
Figure 5 Return Period of 2 years
Runoff
=
Foul Flow
=
→
Intensity
=
→
Intensity
=
23.1 mm
=
112.21 l / s
=
9.15 l / s
2.78 x A x I 791 m3 / day
1200 / ( t + 19 )
Pipe must cater for 2.5 DWF →
2.5 DWF
=
22.9 l / s
% of Total Foul in Pipe
=
80 %
→
Total flow through Pipe 130.51 l / s
→
=
<
130.51 l / s 155 l / s
Selected pipe is adequate
Time of Concentration 2
= =
2 + 13 + 3.8 + 5.1 23.9 min
Figure 5 Return Period of 2 years
Dept Civil Engineering
→
Intensity
Page 19
=
1200 / ( t + 19 )
UCC
Department of Civil & Environmental Engineering Project
Course
Environmental CAD Design
CE 4014
Part of Structure
Calc. Sheet No.
Sewer Network Design Drawing Ref.
Calculations By
Checked By
Donal O' Connor Calculations
Ref. → Runoff
=
Foul Flow
=
Intensity
2.78 x A x I 791 m3 / day
Date
3/14/2008 Output
=
28.0 mm
=
66.05 l / s
=
9.15 l / s
Pipe must cater for 2.5 DWF →
2.5 DWF
=
22.9 l / s
% of Total Foul in Pipe
=
41 %
→
Total flow through Pipe 75.43 l / s
→
=
<
75.43 l / s 155 l / s Pipe diameter = 375 mm
Selected pipe is adequate
Note: The total flow to be used is the larger flow =
130.51 l / s
Catchment Area 8 Area Length of Sewer Pipe Slope
= = =
0.15 ha 300 m 1 in 136
Choose Pipe Diameter
=
225 mm
Flow Chart: Velocity Pipe Capacity
= =
1.1 m / s 42 l / s
Time of Travel
=
Time of Concentration
= =
4.5 min Time of Entry + Time of Travel 8.5 min
Figure 5 Return Period of 2 years
→
Runoff
2.78 x A x I
Dept Civil Engineering
=
Intensity
Page 20
=
49.75 mm
=
20.7 l / s
UCC
Department of Civil & Environmental Engineering Project
Course
Environmental CAD Design
CE 4014
Part of Structure
Calc. Sheet No.
Sewer Network Design Drawing Ref.
Calculations By
Checked By
Donal O' Connor Calculations
Ref. Foul Flow
=
791 m3 / day
=
Date
3/14/2008 Output 9.15 l / s
Pipe must cater for 2.5 DWF →
2.5 DWF
=
% of Total Foul in Pipe
=
→
4%
Total flow through Pipe 21.7 l / s
→
22.9 l / s
=
21.7 l / s
<
42 l / s Pipe diameter = 225 mm
Selected pipe is adequate
Catchment Area 9 Area Length of Sewer Pipe Slope
= = =
0.3 ha 550 m 1 in 229
Choose Pipe Diameter
=
300 mm
Flow Chart: Velocity Pipe Capacity
= =
0.95 m / s 65 l / s
Time of Travel
=
Time of Concentration
= =
9.6 min Time of Entry + Time of Travel + 4.5mins 16.2 min
Figure 5 Return Period of 2 years
→
Runoff
=
2.78 x A x I
Foul Flow
=
Dept Civil Engineering
Intensity
791 m3 / day
Page 21
=
34.6 mm
=
43.3 l / s
=
9.15 l / s
UCC
Department of Civil & Environmental Engineering Project
Course
Environmental CAD Design
CE 4014
Part of Structure
Calc. Sheet No.
Sewer Network Design Drawing Ref.
Calculations By
Checked By
Donal O' Connor Calculations
Ref.
Date
3/14/2008 Output
Pipe must cater for 2.5 DWF →
2.5 DWF
=
22.9 l / s
% of Total Foul in Pipe
=
15 %
→
Total flow through Pipe 46.7 l / s
→
=
46.7 l / s
<
65 l / s Pipe diameter = 300 mm
Selected pipe is adequate
Catchment Area 10 Area Length of Sewer Pipe Slope
= = =
0.2 ha 200 m 1 in 182
Choose Pipe Diameter
=
225 mm
Flow Chart: Velocity Pipe Capacity
= =
0.92 m / s 35 l / s
Time of Travel
=
Time of Concentration
= =
3.6 min Time of Entry + Time of Travel 7.6 min
Figure 5 Return Period of 2 years
→
Intensity
Runoff
=
2.78 x A x I
Foul Flow
=
791 m3 / day
=
52.6 mm
=
29.2 l / s
=
9.15 l / s
Pipe must cater for 2.5 DWF →
2.5 DWF
=
% of Total Foul in Pipe
=
Dept Civil Engineering
22.9 l / s 5%
Page 22
UCC
Department of Civil & Environmental Engineering Project
Course
Environmental CAD Design
CE 4014
Part of Structure
Calc. Sheet No.
Sewer Network Design Drawing Ref.
Ref. →
Calculations By
Donal O' Connor Calculations Total flow through Pipe = 30.4 l / s 30.4 l / s
→
Checked By
<
Date
3/14/2008 Output
35 l / s Pipe diameter = 225 mm
Selected pipe is adequate
Flow at Manhole 11 There are 2 possible TOT's applying T.O.T. 1 = 31 mins All Areas contribute totally
→
Area
=
→
Intensity
=
23.1 mm
→
Runoff
=
153.9 l / s
Total Foul Flow
= =
Total Flow at MH 11
=
2.4 ha (TOC = 33mins)
100 % x 22.9 l / s
22.9 l / s
176.8 l / s
T.O.T. 2 = 21.9 mins 21.9 - 5.1 - 13.9 Area Area Area Area Area Area Area Area Area Area
= 1 2 3 4 5 6 7 8 9 10
3 mins = = = = = = = = = =
( 3 / 12) x 0.30 ( 3 / 4.1) x 0.15 ( 3 / 6.8) x 0.20
Total Area
=
2.02 ha
→
Intensity
=
28.0 mm
→
Runoff
=
157.2 l / s
Total Foul Flow
Dept Civil Engineering
=
86 %
Page 23
= = =
0.08 ha 0.11 ha 0.09 ha 0.25 ha 0.50 ha 0.15 ha 0.20 ha 0.15 ha 0.30 ha 0.20 ha
(TOC = 23.9mins)
x
22.9 l / s
UCC
Department of Civil & Environmental Engineering Project
Course
Environmental CAD Design
CE 4014
Part of Structure
Calc. Sheet No.
Sewer Network Design Drawing Ref.
Calculations By
Checked By
Donal O' Connor Calculations
Ref. (Taken as same proportion of area) = Total Flow at MH 7 =
Date
3/14/2008 Output
19.6 l / s 176.8 l / s
T.O.T. 3 = 14.2 mins 14.2 - 5.1 - 3.8 14.2 - 5.1 Area Area Area Area Area Area Area
= = 4 5 6 7 8 9 10
5 mins 9.1 mins
(Area 5) (Area 4)
= = = = = = =
( 9.1/13.9) x 0.25 = ( 5 / 13) x 0.5 =
Total Area
=
1.36 ha
→
Intensity
=
34.6 mm
→
Runoff
=
130.4 l / s
Total Foul Flow = (Taken as same proportion of area) = Total Flow at MH 7 = →
60 %
0.16 ha 0.19 ha 0.15 ha 0.20 ha 0.15 ha 0.30 ha 0.20 ha
(TOC = 16.2mins)
x
22.9 l / s
13.8 l / s 144.2 l / s
Total Flow at MH 11
=
176.8 l / s
Catchment Area 11 Area Length of Sewer Pipe Slope
= = =
0.15 ha 200 m 1 in 80
Choose Pipe Diameter
=
375 mm
Flow Chart: Velocity Pipe Capacity
Dept Civil Engineering
= =
1.9 m / s 200 l / s
Page 24
UCC
Department of Civil & Environmental Engineering Project
Department of Civil & Environmental Engineering Project
Course
Environmental CAD Design
CE 4014
Part of Structure
Calc. Sheet No.
Sewer Network Design Drawing Ref.
Ref.
Dept Civil Engineering
Calculations By
Donal O' Connor Calculations
Page 26
Checked By
Date
3/14/2008 Output
UCC
Department of Civil & Environmental Engineering Project
Course
Environmental CAD Design
CE 4014
Part of Structure
Calc. Sheet No.
Pumping Station, Rising Main & Wet Well Drawing Ref.
Calculations By
Checked By
Donal O' Connor Calculations
Ref.
Date
3/14/2008 Output
Rising Main Main should be able to cater for 6 DWF 6 DWF Slope Diameter Cover Diameter of Inlet pipe Elevation height of sump High level cut-in elecrode Low level cut-in elecrode Horizontal distance
= = = = = = = = =
55 l / s 1 in 250 250 mm 1.2 m 375 mm 6.5 m 4.68 m 4.18 m 700 m
Add 10% to cater for bends in the pipe →
Horiz. distance
=
Head loss due to Friction
= =
770 m Horiz. Distance / slope 3.08 m
Rising Main enters site of new Treatment Plant at an elevation of 9 m Static Lift
=
Allow for Station Losses
=
Total Manometric Head
=
4.83 m 1.5 m 9.41 m
~=
10 m
Power of Pumps: Power
Q H r
= = =
Dept Civil Engineering
=
Q H 3.67 r
198 l / hr 10 m 40 % Power
=
13.5 kW
(85 % Efficiency)
Power
=
15.9 kW
(100 % Efficiency)
Page 27
UCC
Department of Civil & Environmental Engineering Project
Course
Environmental CAD Design
CE 4014
Part of Structure
Calc. Sheet No.
Pumping Station, Rising Main & Wet Well Drawing Ref.
Calculations By
Checked By
Donal O' Connor Calculations
Ref.
Date
3/14/2008 Output
Retention Time in Rising Main: Retention time should not be greater than 12 hours to prevent wastewater going septic. Length of Rising Main Radius of Rising Main Volume of Rising Main
= = =
770 m 125 mm 37.8 m3
Wastewater flowing through Rising Main / day
=
906.68 m3 / day
Time taken for a plug of sewage to flow through rising main = 1.00 hrs = 60 mins
Design of Wet Well Pump will start approximately 8 times each hour →
Cycle Time
= = ~=
60 / 8 7.5 mins 8 mins
Pumping Station must be capable of pumping 6 DWF 6 DWF 55 l / s
= =
T
=
55 l / s 3.3 m3 / min (4 * V) / Q
Q = Pumping Rate V = Capacity of Wet Well
= =
3.3 m3 / min 6.6 m3 / min
Depth of Wet Well
=
0.5 m
Plan area of wet well
=
→
Dept Civil Engineering
6.60 0.50
m3 m
=
13.2 m2
Let Dimensions of Wet Well = 3m x 4.4m
Page 28
UCC
Department of Civil & Environmental Engineering Project
Course
Environmental CAD Design
CE 4014
Part of Structure
Calc. Sheet No.
Pumping Station, Rising Main & Wet Well Drawing Ref.
Ref.
Dept Civil Engineering
Calculations By
Donal O' Connor Calculations
Page 29
Checked By
Date
3/14/2008 Output
UCC
Department of Civil & Environmental Engineering Project
Course
Environmental CAD Design
CE 4014
Part of Structure
Calc. Sheet No.
Design of New Wastewater Treatment Plant Drawing Ref.
Calculations By
Checked By
Donal O' Connor Calculations
Ref.
Date
3/14/2008 Output
New Treatment Plant must cater for: Max. BOD Loading Min. BOD Loading Max. Hydraulic Loading Min. Hydraulic Loading
= = = =
205 kg BOD / day 120 kg BOD / day 791 m3 / day 471 m3 / day
Design of Oxidation Ditch Range of operating conditions for the Oxidation Ditch
F / M Ratio MLSS BOD
Minimum 0.05 2200 mg / l 120 kg BOD / day
Maximum 0.08 3500 mg / l 205 kg BOD / day
Minimum BOD Loading : F / M Ratio BOD
= =
0.05 120 kg BOD / day
→
120 M
=
0.05
→
M
=
2400 kg
→
Vol. of ditch
=
1091 m3
Capacity at Max. MLSS: (3.5 kg / m3) F / M Ratio
=
0.08
→ →
M M
= =
3.5 x 1091 3818.5 kg
→
F
=
286.4 kg
( Max. Capacity )
The Oxidation Ditch can cover the range of BOD from 120kg - 286.4kg Oxidation Ditch works best at F / M ratio →
Dept Civil Engineering
205 M
=
=
0.06 0.06
Page 30
UCC
Department of Civil & Environmental Engineering Project
Course
Environmental CAD Design
CE 4014
Part of Structure
Calc. Sheet No.
Design of New Wastewater Treatment Plant Drawing Ref.
Calculations By
Ref. →
M
=
→
MLSS
=
Checked By
Donal O' Connor Calculations 3417 kg
Date
3/14/2008 Output
3.13 kg / m3
This MLSS level is within the desirable range Sizing of the Oxidation Ditch : Depth of Oxidation Ditch
=
2m
Area of the Ditch
= =
Volume / Depth 545.45 m2
Area of the Ditch
= =
π r2 + ( 5r x 2r ) 13.14 r2
→
545.45
=
13.14 r2
→
r2
=
41.51
→
r
=
6.45 m
Width of Oxidation Ditch
=
2 x r
=
12.9 m
Length of Centre Wall
=
5 x r
=
32 m
Radius of O.D. = 6.45m Width of O.D. = 12.9m Length of Wall = 32m
Retention Time: Max. Hydraulic Loading
=
Retention Time in Tank
= = =
791 m3 / day Volume / Loading 1.38 days 33 hours
This Retention Time is sufficient as it is greater than 24 hours Power of Rotor: 15-20 W / m3 required for mixing 15 Watts: 20 Watts:
Dept Civil Engineering
Power = Power =
16.36 21.82
kW kW
Page 31
UCC
Department of Civil & Environmental Engineering Project
Course
Environmental CAD Design
CE 4014
Part of Structure
Calc. Sheet No.
Design of New Wastewater Treatment Plant Drawing Ref.
Calculations By
Donal O' Connor Calculations 20 kW
Ref. Choose Mixing Power
Checked By
=
Date
3/14/2008 Output
Oxygen Required: 205 kg BOD contained in 791 m3 of wastewater =
259 mg/l
% BOD removal in Oxidation Ditch =
92 %
Oxgen Content ( OC ) / BOD Content F / M Ratio
= →
=
0.8 + 2.2 * (0.6 - F / M)
=
2
0.06 OC / BOD
For every kg of BOD removed, 2 kg of Oxygen is required Kg of BOD entering Ditch per hour =
→
205 24
=
8.5 kg BOD/ hour
17 kg of Oxygen required per hour
1 kW will transfer 2 kg of Oxygen per hour →
8.5 kW is required to transfer Oxygen per hour
Therefore an extra 11.5 kW is needed in the tank →
Install an additional 4 x 3 kW submerged mixers
Rotors : Lane width in Oxidation Ditch Immersion depth of Rotors
= =
6.2 m 80 mm
From Fig. 16 (Page 36 of Notes) 80mm
=
1.6 kg / m hour
17 kg of Oxygen required per hour →
Dept Civil Engineering
Length of Rotors req. =
17
Page 32
=
10.6 m
UCC
Department of Civil & Environmental Engineering Project
Course
Environmental CAD Design
CE 4014
Part of Structure
Calc. Sheet No.
Design of New Wastewater Treatment Plant Drawing Ref.
Calculations By
Checked By
Donal O' Connor Calculations 1.6
Ref.
Date
3/14/2008 Output
There are 4 rotors in the Oxidation Ditch →
Approx. length of rotor
=
Length of Rotor = 2.5m
2.50 m
Design of Final Settling Tank Upward Velocity in Tank
=
0.9 m / hour
A flow of 3 DWF goes through tank every day →
1 DWF
=
791 m3 / day
→
3 DWF
=
98.88 m3 / hour
Area of Settling Tank
=
3 DWF Velocity
=
110 m2
Area
=
Π x r2
→
Π x r2
=
110 m2
→
r
=
5.92 m
= =
2 hr x 98.88 m3/hr 197.75 m3
~=
6m
Radius of FST = 6m
Allow 2 hours retention time →
Volume
Plan Area of Tank
=
113.04 m2
~=
Depth of Tank
=
Volume / Plan Area
115 m2 = ~=
→
New Retention Time =
2.33 hours
→
New Volume
230 m3
=
1.72 m 2m
Depth of FST = 2m
Design of Sludge Holding Tank For every 1 kg BOD removed → 0.7 kg of dry solids generated
Dept Civil Engineering
Page 33
UCC
Department of Civil & Environmental Engineering Project
Course
Environmental CAD Design
CE 4014
Part of Structure
Calc. Sheet No.
Design of New Wastewater Treatment Plant Drawing Ref.
Calculations By
Ref. Max. BOD Loading
=
Checked By
Donal O' Connor Calculations 205 kg BOD / day
Date
3/14/2008 Output
In the Oxidation Ditch there is a 92% reduction in BOD →
BOD Loading
=
→
Dry Solids
=
132.02 kg
→
Total removed
=
6.6 m3
7 days of storage
=
Depth of Tank
=
→
→
Plan Area
r
=
188.6 kg BOD / day
7 x 6.6
=
46.21 m3 Depth of SHT = 3m
3m 46.21 3
=
=
15.4 m2
2.2 m
Phosphorus levels must be less than 1 mg / l Wastewater contains approximately 10 mg / l of phosphorous The Sludge Holding Tank removes 60 % →
=
6 mg / l
4 mg / l of phosphorous is left
Need to remove 3 mg / l →
790 m3
=
→
790,000 x 3
=
790, 000
l
2.37 kg of Phosphorous
2.2 kg of Fe is needed to remove 1kg of Phosphorous → →
5.21 kg of Fe per litre 5.214 x 2.5
Total amount of dry solids
→
Dept Civil Engineering
Total removed
= = = =
13.04 kg of extra dry solids 132.02 + 13.04 145.06 kg 7.25 m3
Page 34
UCC
Department of Civil & Environmental Engineering Project
Course
Environmental CAD Design
CE 4014
Part of Structure
Calc. Sheet No.
Design of New Wastewater Treatment Plant Drawing Ref.
Calculations By
Ref. 7 days of storage
=
Depth of Tank
=
→
→
Plan Area
r
Checked By
Donal O' Connor Calculations 7 x 7.25 =
Date
3/14/2008 Output 50.77 m3
3m
=
50.77 3
=
=
16.9 m2
2.32 m
The larger radius must be used →
Radius of Sludge Holding Tank
=
2.32 m
~=
2.5m
Radius of SHT = 2.5m
BOD Level at Outflow BOD of effluent and river water mixture where X= Y= Z= Z=
=
X + YZ Z+1
BOD of effluent mg/l BOD or river water above outfall mg/l Dilution factor (river water to effluent) Rate of flow of receiving water Rate of Discharge
BOD of river after discharge =
=
X + YZ Z+1
Increase in level of BOD in receiving waters 0.756 mg / l →
Dept Civil Engineering
<
= =
20 mg / l 1.1 mg / l
24
=
1.856 mg / l
=
0.756 mg / l
1 mg / l
This level of Effluent Discharge is Acceptable
Page 35
UCC
Department of Civil & Environmental Engineering Project
Course
Environmental CAD Design
CE 4014
Part of Structure
Calc. Sheet No.
Design of New Wastewater Treatment Plant Drawing Ref.
