APPENDIX 4 - Environmental Protection Agency · 2013-07-26 · • T.J. O'Connor & Associates...

APPENDIX 4

Proposed Collection Networks- DesignCalculations

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EPA Export 26-07-2013:15:01:33

•• •TJ. O'Connor & AssocIates--- - - -

Consulting EngineersCorrig HSE Corrig Rd§andyford Dublin 18Date 18 October 2007 12:35File networkl.SWSMicro Drainage

Designed By PadraigChecked BySystem! W.1O.2

STORM SEWER DESIGN by the Modified Rational Method

Global Variables

Pipe Size File C:\WinDes\STANDARD.PIP Manhole Size File C:\WinDes\STANDARD.MHS

Location - Scotland & Ireland

• Return Period (years)M5-60 (mm)Ratio RMaximum Rainfall (mm/hr)Foul Sewage (l/s/ha)O'flow Setting (*Foul only)Volumetric Runoff Coeff.Infil tration %Minimum Backdrop Height (m)

226.900

0.25050

0.00o

0.75o

0.200

Depth from Soffit to G. L. (m)Min Vel. (m/s - Auto Design Only)

Min Slope (l:X - Optimisation)Minimum Outfall Invert (m)

Ground Level at Outfall (m)Outfall Manhole Name

Outfall Manhole Dia/Length (mm)Outfall Manhole Width (mm)

1.2001. 00

5000.0000.000

oo

Designed with Level Soffits

Network Design Table

PNLength Fall Slope Area T.E. DWF k HYD DIA

(m) (m) (l:X) (ha) (mins) (lis) (mm) SECT (mm)

1. 000 58.00 0.730 79.5 0.450 5.00 0.0 0.600 0 3001. 001 39.80 0.210 189.5 0.375 0.00 0.0 0.600 0 375

2.000 135.74 1. 140 119.1 0.278 5.00 0.0 0.600 0 2252.001 71.10 0.580 122.6 0.000 0.00 0.0 0.600 0 2252.002 46.09 0.440 104.8 0.197 0.00 0.0 0.600 0 3002.003 45.03 0.186 241. 6 0.000 0.00 0.0 0.600 0 300

3.000 68.95 1.180 58.4 0.132 5.00 0.0 0.600 0 1503.001 82.51 0.491 168.2 0.049 0.00 0.0 0.600 0 225

2.004 14.72 0.046 320.5 0.126 0.00 0.0 0.600 0 375

Network Results Table

Rain T.C. US/IL E.Area E.DWF Foul Infil. Vel CAP FlowPN(mm/hr) (mins) (m) (ha) (lis) (lis) (lis) (m/s) (lis) (lis)

1. 000 50.0 5.5 7.910 0.450 0 0 0 1.77 125 611.001 50.0 6.1 7.105 0.825 0 0 0 1. 31 145 112

2.000 50.0 6.9 9.375 0.278 0 0 0 1. 20 48 382.001 50.0 7.9 8.235 0.278 0 0 0 1.18 47 382.002 50.0 8.4 7.580 0.475 0 0 0 1. 54 109 642.003 50.0 9.1 7.140 0.475 0 0 0 1. 01 71 64

3.000 50.0 5.9 8.170 0.132 0 0 0 1. 32 23 183.001 50.0 7.2 6.915 0.181 0 0 0 1. 01 40 25

2.004 50.0 9.4 6.274 0.782 0 0 0 1. 01 111 106

(c) 1982-2006 Micro Drainage

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EPA Export 26-07-2013:15:01:33

• T.J. O'Connor & AssociatesConsulting EngineersCorrig HSE Corrig RdSandyford Dublin 18Date 18 October 2007 12:35File networkl.SWSMicro Drainage

Designed By PadraigChecked BySystem 1 W.I0.2


•

•


(m) (m) (l:X) (ha) (mins) (l/s) (mm) SECT (mm)

1. 002 52.60 0.109 480.8 0.000 0.00 0.0 0.600 0 5251. 003 28.14 0.059 480.8 0.000 0.00 0.0 0.600 0 5251. 004 24.06 0.185 129.7 0.312 0.00 0.0 0.600 0 525

4.000 53.15 1. 230 43.2 0.214 5.00 0.0 0.600 0 2254.001 41. 21 0.520 79.2 0.214 0.00 0.0 0.600 0 2254.002 44.64 0.750 59.5 0.000 0.00 0.0 0.600 0 225

1.005 56.73 0.765 74.2 0.069 0.00 0.0 0.600 0 525

5.000 62.84 0.520 120.8 0.347 5.00 0.0 0.600 0 2255.001 54.80 0.171 321. 0 0.347 0.00 0.0 0.600 0 375

1. 006 63.00 0.839 75.1 0.000 0.00 0.0 0.600 0 5251.007 53.00 1.740 30.5 0.000 0.00 0.0 0.600 0 5251.008 155.00 0.162 956.8 0.000 0.00 0.0 0.600 0 825


PN Rain T.C. US/IL E.Area E.DWF Foul Infil. Vel CAP Flow(mm/hr) (mins) (m) (ha) (l/s) (l/s) (l/s) (m/s) (l/s) (l/s)

1. 002 50.0 10.2 6.078 1. 607 0 0 0 1. 01 220 2181.003 50.0 10.7 5.969 1. 607 0 0 0 1. 01 220 2181. 004 50.0 10.9 5.910 1. 919 0 0 0 1. 97 425 260

4.000 50.0 5.4 8.525 0.214 0 0 0 2.00 79 294.001 50.0 5.9 7.295 0.428 0 0 0 1. 47 58 584.002 50.0 6.3 6.775 0.428 0 0 0 1. 70 68 58

1. 005 50.0 11. 3 5.725 2.416 0 0 0 2.60 564 327

5.000 50.0 5.9 5.045 0.347 0 0 0 1.19 47 475.001 50.0 6.8 4.375 0.694 0 0 0 1. 01 111 94

1. 006 50.0 11. 7 4.054 3.110 0 0 0 2.59 560 4211. 007 50.0 11.9 3.215 3.110 0 0 0 4.07 881 4211.008 49.0 14.6 1.175 3.110 0 0 0 _ .45 509 421


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EPA Export 26-07-2013:15:01:33

-TJ. O'Connor & AssociatesConsulting EngineersCorrig HSE Corrig RdSandyford Dublill 18Date 18 October 2007 12:35File networkl.SWSMicro Drainage

Designed By PadraigChecked BySysteml W.lO.2

Time Area Diagram

Time From Time To Area(minsl (minsl (hal

o 4 0.0134 8 1.7328 12 1.201

12 16 0.164

Total Area Contributing (ha) = 3.110

Total Pipe Volume (m J ) = 186.299


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EPA Export 26-07-2013:15:01:33

• T.J. O'Connor & AssociatesConsulting EngineersCorrig HSE Corrig Rd~andyfor~ Dublin 18Date 18 October 2007 12:35 Designed By PadraigFile networkl.SWS Checked ByMicro Drainage Systeml W.10.2

PIPELINE SCHEDULES

Upstream Manhole

PNHyd Diam

MH No.e.Level I.Level Depth MIl DIAM., L*W

Sect (mm) (m) (m) (m) (mm)

1.000 0 300 Sl 9.410 7.910 1. 200 10501. 001 0 375 S2 8.680 7.105 1. 200 1350• 2.000 0 225 S3 10.800 9.375 1. 200 10502.001 0 225 S4 9.660 8.235 1. 200 10502.002 0 300 S5 9.080 7.580 1.200 10502.003 0 300 S6 8.640 7.140 1. 200 1050

3.000 0 150 S7 9.520 8.170 1. 200 10503.001 0 225 S8 8.340 6.915 1. 200 1050

2.004 0 375 S9 8.510 6.274 1. 861 1350

1.002 0 525 S10 8.470 6.078 1. 867 15001. 003 0 525 S11 8.010 5.969 1. 516 15001.004 0 525 S12 7.740 5.910 1.305 1500

4.000 0 225 S13 9.950 8.525 1. 200 10504.001 0 225 S14 8.720 7.295 1. 200 10504.002 0 225 SIS 8.200 6.775 1. 200 1050

1. 005 0 525 S16 7.450 5.725 1. 200 1500

Downstream Manhole

PNLength Slope

MH No.e.Level I.Level Depth MH DIAM., L*W

(m) (l:X) (m) (m) (m) (mm)

1.000 58.00 79.5 S2 8.680 7.180 1.200 13501. 001 39.80 189.5 SID 8.470 6.895 1.200 1500

2.000 135.74 119.1 S4 9.660 8.235 1. 200 10502.001 71.10 122.6 S5 9.080 7.655 1. 200 10502.002 46.09 104.8 S6 8.640 7.140 1. 200 10502.003 45.03 241. 6 S9 8.510 6.954 1. 256 1350

3.000 68.95 58.4 S8 8.340 6.990 1. 200 10503.001 82.51 168.2 S9 8.510 6.424 1. 861 1350

2.004 14.72 320.5 S10 8.470 6.228 1. 867 1500

1. 002 52.60 480.8 S11 8.010 5.969 1. 516 15001. 003 28.14 480.8 S12 7.740 5.910 1. 305 15001. 004 24.06 129.7 S16 7.450 5.725 1. 200 1500

4.000 53.15 43.2 S14 8.720 7.295 1. 200 10504.001 41. 21 79.2 SIS 8.200 6.775 1. 200 10504.002 44.64 59.5 S16 7.450 6.025 1. 200 1500

1. 005 56.73 74.2 S19 6.685 4.960 1. 200 1500


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EPA Export 26-07-2013:15:01:33

•TJ. O'Connor & AssociatesConsulting EngineersCorrig HSE Corrig RdSandyford Dublin 18Date 18 October 2007 12:35File networkl.SWSMicro Drainage

Designed By PadraigChecked BySystem1 W.I0.2

PIPELINE SCHEDULES

Upstream Manhole

Page 5

PNHydSect

Diam(mm) MH No.

C.Level(m)

I.Level(m)

Depth(m)

MH DIAM., L*W(mm)

5.000 0 225 S17 6.470 5.045 1. 200 10505.001 0 375 S18 5.950 4.375 1. 200 1350

1.006 0 525 S19 6.685 4.054 2.106 15001.007 0 525 S20 4.940 3.215 1. 200 15001.008 0 825 S21 3.200 1.175 1. 200 1800

Downstream Manhole

PNLength Slope C.Level I. Level Depth MH DIAM., L*W

(m) (l:X) MH No. (m) (m) (m) (mm)

5.000 62.84 120.8 S18 5.950 4.525 1. 200 13505.001 54.80 321. 0 S19 6.685 4.204 2.106 1500

1.006 63.00 75.1 S20 4.940 3.215 1. 200 15001. 007 53.00 30.5 S21 3.200 1. 475 1. 200 18001. 008 155.00 956.8 0.000 1.013 ·1.83~ 0


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EPA Export 26-07-2013:15:01:33

------------------------------------------------_._-------

eT.J. O'Connor & Associates P(ige 6Consulting EngineersCorrig HSE Corrig RdSandyford Dublin 18Date 18 October 2007 12:35 Designed By PadraigFile networkl.SWS Checked ByMicro Drainage Systeml W.I0.2

MANHOLE SCHEDULES

M/HoleCover M/Hole M/Hole

Pipes OUt Pipes InNumber

Level Depth Diam. ,L*WPN IL. (m) D (mm) PN IL. (m) D (mm)

(m) (m) (mm)

Sl 9.410 1. 500 1050 1. 000 7.910 300

e S2 8.680 1.575 1350 1. 001 7.105 375 1.000 7.180 300

S3 10.800 1. 425 1050 2.000 9.375 225

S4 9.660 1. 425 1050 2.001 8.235 225 2.000 8.235 225

S5 9.080 1. 500 1050 2.002 7.580 300 2.001 7.655 225

S6 8.640 1. 500 1050 2.003 7.140 300 2.002 7.140 300

S7 9.520 1. 350 1050 3.000 8.170 150

S8 8.340 1. 425 1050 3.001 6.915 225 3.000 6.990 150

S9 8.510 2.236 1350 2.004 6.274 375 2.003 6.954 3003.001 6.424 225

S10 8.470 2.392 1500 1. 002 6.078 525 1. 001 6.895 3752.004 6.228 375

Sl1 8.010 2.041 1500 1. 003 5.969 525 1.002 5.969 525

S12 7.740 1. 830 1500 1. 004 5.910 525 1.003 5.910 525

S13 9.950 1. 425 1050 4.000 8.525 225

e S14 8.720 1. 425 1050 4.001 7.295 225 4.000 7.295 225

S15 8.200 1. 425 1050 4.002 6.775 225 4.001 6.775 225

S16 7.450 1.725 1500 1. 005 5.725 525 1.004 5.725 5254.002 6.025 225

S17 6.470 1. 425 1050 5.000 5.045 225

S18 5.950 1. 575 1350 5.001 4.375 375 5.000 4.525 225

S19 6.685 2.631 1500 1. 006 4.054 525 1. 005 4.960 5255.001 4.204 375

S20 4.940 1.725 1500 1. 007 3.215 525 1.006 3.215 525

S21 3.200 2.025 1800 1. 008 1.175 825 1. 007 1. 475 525

0.000 -1.013 0 OUTFALL 1. 008 1.013 825


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EPA Export 26-07-2013:15:01:33

eT.J. O'Connor & Associates- - - -Consulting EngineersCorrig HSE Corrig RdSandyford DubliQ 18Date 18 October 2007 12:30File network3.SWS- _.-

Micro Drl;linage

Designed By PadraigChecked ~y

Systeml W.lO.2

Page 1

Il~STORM SEWER DESIGN by the Modified Rational Method

Global Variables

Pipe Size File C: \WinDes\STANDARD. PIP Manhole Size File C:\WinDes\STANDARD.MHS


Return Period (years)M5-60 (rrun)Ratio RMaximum Rainfall (rrun/hr)Foul Sewage (l/s/halO'flow Setting (*Foul only)Volumetric Runoff Coeff.Infiltration %Minimum Backdrop Height (m)

225.000

0.25050

0.00o

0.75o

0.200

Depth from Soffit to G.L. (m)Min Vel. (m/s - Auto Design Only)

Min Slope (I:X - Optimisation)Minimum Outfall Invert (m)


Outfall Manhole Dia/Length (mm)Outfall Manhole Width (mm)

1. 2001. 00

5000.0000.000

oo




(m) (m) (l:X) (ha) (mins) (l/s) (mm) SECT (mm)

1. 000 86.00 0.512 167.9 0.203 5.00 0.0 0.600 0 225

2.000 86.00 0.765 112.4 0.281 5.00 0.0 0.600 0 225

1. 001 30.00 0.124 241. 6 0.000 0.00 0.0 0.600 0 300

e 1.002 40.00 0.166 241. 6 0.000 0.00 0.0 0.600 0 3001. 003 118.00 0.368 320.5 0.000 0.00 0.0 0.600 0 375


PNRain T.C. US/IL E.Area E.DWF Foul Infil. Vel CAP Flow

(mm/hr) (mins) (m) (ha) (l/s) (l/s) (l/s) (m/s) (l/s) (l/s)

1.000 50.0 6.4 3.975 0.203 0 0 0 1. 01 40 27

2.000 50.0 6.2 ... 815 0.281 0 0 0 1. 23 49 38

1. 001 50.0 6.9 3.388 0.484 0 0 0 1. 01 71 661.002 50.0 7.6 3.264 0.484 0 0 0 1. 01 71 661.003 50.0 9.5 3.023 0.484 0 0 0 1. 01 III 66


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EPA Export 26-07-2013:15:01:33

•TJ. O'Connor & Associates- --Consulting EngineersCorrig HSE Corrig RdSandy!s>rd Dublin 18Date 18 October 2007 12:30File network3.SWSMicro Drainage

Designed By PadraigChecke9 ~y

Systeml W.I0.2

Time Area Diagram


o 4 0.0004 8 0.3508 12 0.134


Total Pipe Volume (m') = 24.820


Page 2

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EPA Export 26-07-2013:15:01:33

eT.J. O'Connor & AssociatesConsulting EngineersCorrig HSE Corrig RdSandy(o.rd Dublin 1~Date 18 October 2007 12:30File network3.SWSMicro Drainage

Designed By PadraigChecked BySysteml W.lO.2

PIPELINE SCHEDULES

Upstream Manhole

Page 3

PNHydSect

Diam(rom)

MH No.C.Level

(m)I.Level

(m)Depth

(m)MH DIAM., L*W

(mm)

1.000 0 225 529 5.400 3.975 1. 200 1050

• 2.000 0 225 530 6.240 4.815 1.200 1050

1. 001 0 300 331 5.475 3.388 1.787 12001.002 0 300 332 4.900 3.264 1. 336 10501. 003 0 375 5 4.900 3.023 1.502 1350

Downstream Manhole

Length Slope C.Level I.Level Depth MH DIAM., L*WPN

(m) (l:X)MH No.

(m) (m) (m) (rom)

1. 000 86.00 167.9 331 5.475 3.463 1. 787 1200

2.000 86.00 112.4 331 5.475 4.050 1. 200 1200

1. 001 30.00 241. 6 532 4.900 3.264 1. 336 10501. 002 40.00 241. 6 5 4.900 3.098 1. 502 13501. 003 118.00 320.5 0.000 2.655 - 3 . .'i 30 0

•

(c)1982-2006 Micro Drainage

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EPA Export 26-07-2013:15:01:33

eTJ. O'Connor & AssociatesConsulting EngineersCorrig HSE Corrig RdSandyford Dublin 1~Date 18 October 200712:30File network3.SWSMicro Drainage

Designed By PadraigChecked !?ySysteml W.I0.~

MANHOLE SCHEDULES

Page 4


Pipes Out Pipes InLevel Depth Diam. ,L*W

Number(m) (m) (mm)

PN IL. (m) D (mm) PN IL. (m) D (mm)

829 5.400 1. 425 1050 1. 000 3.975 225

830 6.240 1. 425 1050 2.000 4.815 225

831 5.475 2.087 1200 1. 001 3.388 300 1. 000 3.463 2252.000 4.050 225

832 4.900 1. 636 1050 1. 002 3.264 300 1. 001 3.264 300

5 4.900 1.877 1350 1. 003 3.023 375 1. 002 3.098 300

0.000 -2.655 0 OUTfALL 1. 003 2.655 375

•~

(C) 1982-2006 Micro Drainage

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EPA Export 26-07-2013:15:01:34

••T.J. O'Connor & Associates- _.- ~-

Consulting EngineersCorrig HSE Corrig RdSandyforsf D!lblin L8Date 18 October 2007 12:30File network2.SWS- -- --

Micro Drainage

Designed By PadraigChecke~J3y

Systeml W.1O.2

STORM SEWER DESIGN by the Modified Rational Method

Global Variables

Pipe Size File C: \WinDes\STANDARD. PIP Manhole Size File C:\WinDes\STANDARD.MHS


Return Period (years)M5-60 (rom)Ratio RMaximum Rainfall (rom/hr)Foul Sewage (l/s/ha)O'flow Setting (*Foul only)Volumetric Runoff Coeff.Infiltration %Minimum Backdrop Height (m)

225.000

0.25050

0.00o

0.75o

0.200

Depth from Soffit to G.L. (m)Min Vel. (m/s - Auto Design Only)

Min Slope (l:X - Optimisation)Minimum Outfall Invert (m)


Outfall Manhole Dia/Length (rom)Outfall Manhole Width (rom)

1. 2001. 00

5000.0000.000

oo

•




(m) (m) (l:X) (hai (mins) (l/s) (mm) SECT (mm)

1.000 119.21 2.038 58.5 0.000 5.00 0.0 0.600 0 1001.001 124.22 0.972 127.8 0.166 0.00 0.0 0.600 0 2251. 002 110.72 3.090 35.8 0.166 0.00 0.0 0.600 0 2251. 003 66.97 2.500 26.8 0.084 0.00 0.0 0.600 0 2251.004 74.03 3.780 19.6 0.084 0.00 0.0 0.600 0 2251.005 49.92 1. 850 27.0 0.000 0.00 0.0 0.600 0 2251. 006 105.89 0.358 296.1 0.000 0.00 0.0 0.600 0 375


Rain T.C. US/IL E.Area E.DWF Foul Infil. Vel CAP FlowPN(mm/hr) (mins) (m) (ha) (l/s) (l/s) (l/s) (m/s) (l/s) (l/s)

1. 000 50.0 7.0 17.910 0.000 0 0 0 1. 01 8 01.001 50.0 8.8 15.747 0.166 0 0 0 1.15 46 221. 002 50.0 9.6 14.775 0.332 0 0 0 2.19 87 451.003 50.0 10.0 11.685 0.416 0 0 0 2.54 101 561. 004 50.0 10.5 9.185 0.500 0 0 0 2.97 118 681. 005 50.0 10.8 5.000 0.500 0 0 0 2.53 101 681. 006 49.0 12.5 3.000 0.500 0 0 0 1. 05 116 68


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EPA Export 26-07-2013:15:01:34

-T.J. O'Connor & AssociatesConsulting EngineersCorrig HSE Corrig RdSandyford Dublin 1~Date 18 October 2007 12:30File network2.SWSMicro Drainage

-

Designed By Padraig~hecked ~y

Systeml W.1O.2

Time Area Diagram


o 4 0.0694 8 0.3698 12 0.062


Total Pipe Volume (m') = 29.564


P~ge 2

'., ~

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EPA Export 26-07-2013:15:01:34

-T.J. O'Connor & AssociatesConsulting EngineersCorrig HSE Corrig RdSandyfor~ Dublin 1~Date 18 October 2007 12:30File network2.SWSMi~ro Drainage

Designed By PadraigChecked BySysteml W.IO.2

PIPELINE SCHEDULES

Upstream Manhole

Page 3

HydSect

PNDiam(rom)

MH No.C.Level

(m)I.Level

(m)Depth

(m)MH DIAM., L*W

(rom)

1.000 0 100 522 19.210 17.910 1. 200 10501.001 0 225 523 18.100 15.747 2.128 12001.002 0 225 524 16.200 14.775 1.200 10501. 003 0 225 525 13.110 11. 685 1.200 10501.004 0 225 526 10.610 9.185 1. 200 10501.005 0 225 527 6.830 5.000 1. 605 12001.006 0 375 528 4.980 3.000 1.605 1350

Downstream Manhole

PNLength Slope

MH No. C.Level I.Level Depth MH DIAM., L*W(m) (l:X) (m) (m) (m) (rom)

1. 000 119.21 58.5 523 18.100 15.872 2.128 12001. 001 124.22 127.8 524 16.200 14.775 1. 200 10501. 002 110.72 35.8 525 13.110 11. 685 1. 200 10501. 003 66.97 26.8 526 10.610 9.185 1. 200 10501. 004 74.03 19.6 527 6.830 5.405 1. 200 12001. 005 49.92 27.0 528 4.980 3.150 1.605 13501. 006 105.89 296.1 0.000 2.642 -, . ,; L-' 0


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EPA Export 26-07-2013:15:01:34

-T.J. O'Connor & AssociatesConsulting EngineersCorrig HSE Corrig RdSandyford Dublin 18Date 18 October 2007 12:30File network2.SWSMicro Drainage

Designed By PadraigChecked By ~

Systeml W.1O.2

MANHOLE SCHEDULES


Pipes Out Pipes InLevel Depth Diam. ,L*WNumber

(m) (m) (mm)PN IL. (m) D (mm) PN IL. (m) D (mm)

522 19.210 : 1. 300 1050 1.000 17.910 100

523 18.100 2.353 1200 1. 001 15.747 225 1. 000 15.872 100

524 16.200 1.425 1050 1. 002 14.775 225 1. 001 14.775 225

525 13.110 1. 425 1050 1. 003 11. 685 225 1. 002 11.685 225

526 10.610 1. 425 1050 1. 004 9.185 225 1. 003 9.185 225

527 6.830 1. 830 1200 1. 005 5.000 225 1. 004 5.405 225

528 4.980 1. 980 1350 1. 006 3.000 375 1. 005 3.150 225

0.000 -2.642 0 OUTFALL 1.006 2.642 375

(c)1982-2006 Micro Drainage

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West Kerry Towns &Villages Sewerage Schemes - Castlegregory

Pipeline Design- Castlegregory

Ultimate Design Population = 2,250 PE

T.J.O'Connor &Associates

Ultimate Dry Weather Flow = 225*2,250= 506,250litres/day=506.25m3/day

Design Flow =6DWF= 3037.5m3/day= 0.035m3/second

A 225mm diameter pipe laid at a gradient of 1/200 (minimum gradient) with a pipe roughnessfactor of 60mm has a pipe flow of 0.037m3/second with an associated pipe velocity of0.919m/second

Flow- 0.037m3/second > 0.035m3/second

Velocity-0.919m/second> 0.7ms/second (minimum acceptable self cleansing velocity)

A minimum pipe diameter of 225mm has been specified and a minimum gradient for a225mm pipe of 1 in 200 has been adopted.

Therefore a 225mm pipe laid a minimum gradient would have the required capacity and flowto cater for the ultimate design flow from the village.

Appendix 4

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•

APPENDIX 5

Design of Proposed Wastewater TreatmentProcess

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Kerry West Villages Sewerage Schemes - Castlegregory

Wastewater Treatment Plant Design

T.J. O'Connor & Associates

The Wastewater Treatment Plant (WWTP) is to be designed for 3 DWF, with the DWF defined as 250 Iitres/populationequivalent/day (1/PE/d). The design PE for the proposed Castlegregory WWTP is 2,358 PE. The WWTP design isbased on a conventional activated sludge continuous process technology with disinfection of the final effluent.

Organic loading (g/PE.d):

Parameter

8005SSNP

The target effluent standard is as follows:

8005 (mg/l)SS (mg/l)

6075

11.43.0

Recyleincrement+10%+10%+20%+5%

1010

The required activated sludge process volumes are as follows:(Design based on an ML"SS of 3500 mg/l, aerobic sludge age of 10 days)

Zone

AnaerobicAnoxicAerobic

Process volume(m3/PE)0.0160.1050.210

(The baffle walls separating the anaerobic from the anoxic zone and the anoxic zone from the aerobic zone shouldextend from 150mm below the liquid surface to within 150 mm of the tank floor.)

CLARIFIERPlan area based on design surface loading rate of 0.8 m/h ~ required plan area 0.039 m2/PEClarifier side wall depth not less than 2.5m

-SLUDGE THICKENING/STORAGETo be designed to meet the requirements of the local regional sludge management strategy.

AERATIONThe aeration system should be designed to meet a peak respiration rate of 0.15 kg 02/PE.d. Where the aerationsystem is of the fine bubble diffused air type, the liquid depth in the aeration tank should not be less than 4m.

RECIRCULATIONTwo activated sludge recycle systems are required. Variable speed pumps should be used on both. The rated pumpduties should be RAS recycle .c 50 I/PE.h.

CHEMICAL DOSING

Provision for ferric dosing to the aeration tank should be included, where P removal is required (not required in thiscase)

·tt

Appendix 5

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Kerry West Villages Sewerage Schemes - Castlegregory

Treatment Process

T.J. O'Connor &Associates

The proposed treatment plant design and treatment process is shown on drawing 2596/CG/15. This is an indicativedesign only.

Using the parameters above, the proposal is to provide:

1. Preliminary treatment in the form of a fine screen (6mm mesh size) with a hydraulic capacity of 6 DWF

2. Stormwater treatment in the form of an offline storm tank with a storage volume sufficient to hold 3 DWF (2hour duration = (c. 84.5m3 for Phase 1)

3. Secondary treatment - (assume depth in aeration tanks = 4m)

Activated Sludge Aerobic Zone (0.210m3/PE). Volume = 315m3 so that plan area of min. 79m2 requiredwith additional allowances for inlet channels, outlet channels, RAS mixing etc

Activated Sludge Anoxic Zone (0.1 05m3/PE). Volume = 158m3 so that a plan area of min. 39.5m2

required

Activated Sludge Anaerobic Zone (0.016m 31PE Volume of24m3 is required

Secondary settlement -Clarifier 0.039m2/PE= 58.5m2 .Say 8.6m diameter when channels, weirs etc. included

4. Tertiary treatment - disinfection. Allow for bank of immersed UV tube-lamps dIs of clarifier in elongatedchamber say 5m by 1.5m)

5. Sludge treatment - assume 4m diameter PFT to thicken to c. 3% DS

•Appendix 5

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APPENDIX 6

Cost Estimates

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e Castlegregory SS (Excluding Aughacasla)

WWTP Cost Estimate

Treatment Civil Works Unit Quantity Rate, € Total, €

Site Clearence2 3,408 1.00 3,408m

Stormwater Tank cU.m. 53 300 15,900

Anoxic Tank cU.m. 28 300 8,400

Aeration Tank cU.m. 110 300 33,000

Clarifier cU.m. 80 300 24,000

Sludge holding and Thickening cU.m. 20 300 6,000

Tidal Tank cU.m. 300 0

Control Building2

60 2,000 120,000m

Reed Bed2 100 0m

Outfall pipe within site m 40 75 3,000

Outfall pipe to sea m 750 0

Surface drainage m 150 75 11,250

Manholes no 15 1,500 22,500

Pipework between units m 60 50 3,000

e Valves and fittings no 6 750 4,500

Ducting m 200 15 3,000

Rock excavation! foundation support sum 60,000

Raise existing levelslbunding sum 100,000

Access road2 824 40 32,960m

Internal roadway2

409 40 16,360m

Fencing site (palisade) m 256 100 25,600

Fencing access road (post and rail) m 498 40 19,920

Entry gates no 2 1,500 3,000

Landscaping sq.m. 1200 20.00 24,000

75mm water supply m 300 40 12,000

3 phase power supply item 1 15,000 15,000

Pumping Stations No 0 35,000 0

Sub total Treatment Civil Works 566,798

Add Prelims and Contengencies @ 20% 113,360

Add Site Investigation @ 5% 28,340

e Sub total excl VAT 708,498

Add VAT@ 13.5% 95,647

Sub total incl. VAT 804,145Add Land Acquisition h.a. 200,000 146,000

Overheads/Fees/Site Supervision @ 20% 160,829

Total Cost of Treatment Civil Works 1,110,974

•

Treatment Mechanical Electrical

Secondary Treatment

Extra for Disinfection

Extra for Phosphorus removal

Total Cost of Treatment

Total Cost of Treatment Works

Unit Quantity Rate, €

PE 1,500 200

PE 1,500 50

PE 0 25

April 2007

Total, €

300,000

75,000

o

375,000

1,485,974

T.J. 0 Connor Associates

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•• Castlegregory SSWWTP Cost Estimate

Treatment Civil Works Unit Quantity Rate, € Total, €

Site Clearence 2 3,408 1.00 3,408m

Stonnwater Tank cU.m. 67 300 20,100

Anoxic Tank cU.m. 95 300 28,500

Aeration Tank cU.m. 119 300 35,700

Clarifier cU.m. 99 300 29,700

Sludge holding and Thickening cU.m. 20 300 6,000

Tidal Tank cU.m. 300 0

Control Building m2 60 2,000 120,000

Reed Bed 2 100 0m

Outfall pipe within site m 40 75 3,000

Outfall pipe to sea m 750 0

Surface drainage m ISO 75 11,250

Manholes no IS 1,500 22,500

Pipework between units m 60 50 3,000

• Valves and fittings no 6 750 4,500

Ducting m 200 IS 3,000

Rock excavation! foundation support sum 60,000

Raise existing levels! bunding around site sum 100,000

Access road 2 824 40 32,960m

Internal roadway 2 409 40 16,360m

Fencing site (palisade) m 256 100 25,600

Fencing access road (post and rail) m 498 40 19,920

Entry gates no 2 1,500 3,000

Landscaping sq.m. 1200 20.00 24,000

75mm water supply m 300 40 12,000

3 phase power supply item I 15,000 15,000

Pumping Stations No 0 35,000 0

Sub total Treatment Civil Works 599,498

Add Prelims and Contengencies @ 20% 119,900

Add Site Investigation @ 5% 29,975

• Sub total excl VAT 749,373

Add VAT@ 13.5% 101,165

Sub total incl. VAT 850,538Add Land Acquisition h.a. 200,000 146,000

OverheadslFees!Site Supervision @ 20% 170,108

Total Cost of Treatment Civil Works 1,166,645

•

Treatment Mechanical Electrical

Secondary Treatment

Extra for Disinfection

Extra for Phosphorus removal

Total Cost of Treatment

Total Cost of Treatment Works

Unit Quantity Rate, € Total, €

PE 2,358 200 471,600

PE 2,358 50 117,900

PE 0 25 0

589,500

1,756,145

April 2007 T.J. 0 Connor Associates

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• Castlegregory 55Pipelines Cost Estimate

Foul and Storm Collection Network Unit Quantity Rate, € Total, €

225mm gravity sewers in roads m 2,845 85 241,825

300mm gravity sewers in roads m 149 95 14,155


450mm gravity sewers in roads m 0 0 0


600mm gravity sewers in roads m 160 0

225mm gravity sewers in fields m 260 70 18,200



450mm gravity sewers in fields m 0 100 0

525mm gravity sewers in fields m 120 0

600mm gravity sewers in fields m 140 0

Manholes no 70 1,500 105,000

Rock Excavation3

250 40 10,000m

Service connections no 180 600 108,000

Temporary Road Reinstatement m2 3,391 35 118,685

• Permanent Road reinstatement m2 3,391 50 169,550

Reinstatement in fields2

1,109 I 1,109m

Minor Stream crossing «5m) no 2,500

Pumping Station itemRehab Work item 30,000

Gully connections no 40 300 12,000

0Sub total Collection System 957,799.00

Add Prelims and Contengencies @ 20% 191,559.80

Add Site Investigation @ 5% 47,889.95

Sub total excl VAT 1,197,248.75

Add [email protected]% 161,628.58

Sub total incl. VAT 1,358,877.33

Add Wayleaves/ Compensation m 847 10 8,470.00

OverheadslFees/Site Supervision @ 20% 271,775.47

Total Collection Network 1,639,122.80

Assumues sewers generally laid at 2.0m - 2.5m deep.

Bedding and Grannular Surround included

April 2007 T.J.O Connor Associates

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APPENDIX 7

Wastewater Services Pricing Policy Calculations

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Water Services Pricing Policy Summary Form

• Scheme name:Project NameWSIP EstimatePrevious ReportsStage of ReportDate of run

~ Latest Estimate

I0111012007/

I

IlII

Version 1

29.09.06

d cePopulation click or aui anDomestic population in area served by network 538l

~Allowance for orQanic Qrowth within existinQ serviced network 6(J

EliQible Domestic Population 598 Guidance Noles

Future additional Domestic Population 591

•

Load Units (p.e. for SS, m3/d for WSS)Existina Domestic 538Allowance for organic growth 60 11.2%Eliaible Domestic 598 39.9%Future Domestic 591 39.4%Non Domestic 311 20.7%UFW (to be entered for WS schemes only) 0Total 1,500

Treatment Storaae/Pumpina Network Total IContract Costs E 1.179,145 E 1.189.327 € 2,368,4721Exponent 0.75 0.75 0.5Independent Cost E235.829 E 1.045.000 € 1,280,829Independent Cost [%1 20.0% 0.0% 87.9% 54.1%Specific Costs, Non Domestic EOSpecific Costs, Future Domestic €ONDMC € 150,860 €O € 15,830 € 166,690Future DMC € 319,180 €O € 37,369 € 356,549Eligible Domestic Cost € 709,105 EO E 1,136,128 € 1,845,234

Cost Breakdown Domestic IFuture Domestic Non-Domestic ITotalContract Costs € 1,845,2341 € 356,549 € 166,6901 € 2,368,472Non-Contract

LandlWay/eaves €120,345 €23,254 €10,871 E154.470Fees €93,490 €18,065 €8,445 E120,oooSite Supervision €155,816 E30,108 €14,076 E200.oooRoad Reinstatement €132,093 €25,524 €11,933 E169.550Other E87,728 E16,951 E7,925 E112.604

Adjustment of Non-Contract CostsTotal €2,434,706 €470,451 €219,940 €3,125,097Unit cost (per p.e. or m3/d) E4,071 €796 H07% Cost share 77.9% 15.1% 7.0% 100.0%% Load share 39.9% 39.4% 20.7% 100.0%

Proposed Fundina BreakdownDEHLG fundinQ of future domestic 40%DEHLG fundinQ €2,622,886 83.9%1Local Authority Contribution €502,211 16.1%1

Unit Costs and Share (Funding) Department Development Non-DomesticCost Share € 2,622,886 E 282,270 € 219,940% Cost Share 83.9% 9.0% 7.0%% Load Share 39.9% 39.4% 20.7%Unit Cost per population €4,386 €478

1) FOnTl to be accompanied by overall scheme layout drawings (A4 and/or A3) to small scale:

a) Drawings clearly showing the extent of existing infrastructure that is in local authority control. Infrastructure that is not inlocal authority control, e.g. private sewers or development sewers not taken in charge should be indicated as such.

b) Drawings clearly showing extent of proposed infrastructure, indicating Planning zoning where appropriate.2) All costs to be inclusive of VAT at current rates.

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APPENDIX 4 - Environmental Protection Agency · 2013-07-26 · • T.J. O'Connor & Associates...

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