Conceptual Drainage Design Report Oct 2009

Colley Lane Southern Access Road Conceptual Drainage Design Report

JOB NUMBER: MJ000052 COPY NO. 001 DOCUMENT REF: MJ000052-CLSAR/016

2 For Planning AK AG/AJH EST 27/10/09

1 First Issue AK AG/AJH EST 02/11/08

Issue Purpose of issue Originated Checked Authorised Date

Colley Lane Southern Access RoadConceptual Drainage Design Report

Oct 2009


1

CONTENTS

1. INTRODUCTION 2 2. DESIGN APPROACH 2

a. Design Standards 2 b. Existing Drainage 2 c. Storm Return Period 2 d. Attenuation Requirements 2 e. Petrol Interceptor 3 f. Drainage System 3

3. NETWORK DESIGN 4 4. CONCLUSION 5 5. ANNEXURE 6


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1. Introduction

The Colley Lane Southern Access Road (CLSAR) is a new highway scheme that will connect Parrett Way to Marsh Lane at the Showground Road and Marsh Lane junction. The scheme will also include new bridges over the River Parrett and the Bridgwater and Taunton Canal. This report describes the conceptual drainage design for collection of surface water runoff, its treatment and outfalls.

2. Design Approach

a. Design Standards

This conceptual drainage design is based on Design Manual for Roads and Bridges (DMRB) – Volume 4. The gullies are designed as per HA 102/00 (Spacing of Road Gullies). The pipe design conforms to HD33/06 (Surface and Sub surface drainage system for highways).

The networks have been modelled using Microdrainage (Windes Ver 11.2).

b. Existing Drainage

The existing drainage system is a closed type and uses gullies to intercept water from the carriageway and discharges through the underground pipe networks into different outfalls.

Existing drainage information is available for Parrett Way and Showground Road. The information is based on CCTV survey results and is shown on drawing no 5049581/HW/DR/GA/001, which is available in Annexure1. The existing drainage network on Parrett Way flows towards the Southwest side of Yeo Lane. The Showground Road/ Marsh Lane existing drainage network connects into the existing rhyne running parallel to Marsh Lane, which further outfalls into the River Parrett.

The M5 motorway drainage crosses the proposed CLSAR alignment and then outfalls into River Parrett. A detailed CCTV survey is recommended for this existing network at detailed design stage.

The proposed design utilises the existing networks, where possible.

c. Storm Return Period

In accordance with the DMRB, the longitudinal sealed carrier drains must be designed for a return period of one year with no surcharge. The design must also be checked against the five year return period to ensure that surcharge levels do not exceed the levels of Manhole covers.

The networks are checked for a 1 in 5 year event with surcharged outfalls (Water level assumed at soffit level of outfall pipe) and are also checked for a NO FLOOD condition.

d. Attenuation Requirements

• Greenfield runoff calculation – The catchment descriptors have been derived from the Flood Estimation Handbook (FEH) Ver2.0. The catchment plan is shown in Annexure 7.2. The runoff calculations are based on Interim Code of Practice (SUDS), modelled in Windes Ver 11.2. The


3

results are shown in Annexure 7.1. The calculated Greenfield runoff rate for this catchment area is 9.17 l/s/ha1.

• In the event of a 1 in 100 year storm, the proposed drainage ditches will act as form of attenuation. Simulation analysis using orifice controls has been modelled and the results are shown for each network in section 3.0.

• The rhyne which joins the River Parrett has a catchment area of 625 Ha. There is no significant impact in the outflow volume due to the proposed highway development to the South of Bridgwater and Taunton Canal. A further detailed catchment study is required at detailed design stage.

• The allowable discharge from the networks are shown in the table below:

Network Description Total Catchment (in terms of natural catchment)

Allowable Discharge Limit

Network 1 and Network 4 discharging to the rhyne and then into the River Parrett

0.43 Ha (Networks 1 and 4) + 625Ha (Existing rhyne)

No attenuation proposed for these networks.

Network 2 0.97 Ha Allowable discharge = 8.9l/s, Attenuation provided in ditches

Network 3 0.63 Ha Allowable discharge = 5.8l/s, Attenuation provided in ditches

e. Petrol Interceptor

It is proposed to use bypass type oil separators prior to the outfall locations to remove hydrocarbons from the carriageway runoff and prevent pollution entering the water courses. The Pollution Prevention Guideline (PPG3) published by the EA states that if there is a risk of infrequent light contamination and potential for small spills, bypass separators are required. The bypass separator will fully treat all flows, for the area served, generated by rainfall with an intensity up to 6.5 mm/hr. This covers most rainfall events. The flows generated when intensity is more than 6.5mm / hr are allowed to bypass the separator. It is anticipated that risk of spillage and heavy rainfall occurring at the same time is very small.

f. Drainage System

The surface water is collected via gullies of size 0.45 x 0.45 m (Type “R” with transverse grates) and are connected to mainline drainage pipes or discharging into ditches by 150mm diameter connection pipes. The gullies are designed for a 1 year rainfall event so that the spread (flow width along the kerb) is less than 1.0m and gully efficiency is more than that required as per the DMRB (80% for intermediate gullies and 95% for terminal gully). The time of entry for gully design has been taken as 5 minutes. Twin gullies are proposed at the sump locations so as to avoid any possibility of heading up of water. The design of gullies is shown in Annexure 2. The proposed network is a closed system and has been modelled using UPVC pipes.

1 Runoff rate is calculated as 7461 / 813 = 9.17 l/s/ha; to be agreed by Environment Agency.


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The drainage design is based on the discharge rate not exceeding that from the Greenfield catchment area for a 1 in 100 year return storm, which is 9.17l/s.

3. Network Design There are four proposed drainage networks on CLSAR as shown on drawing no. 5049581/HW/DR/GA/001. Drainage is not proposed for driveways / approach roads and it is assumed that these roads will drain over the edge.

Network-1, This network collects water from the centreline of Crossways Bridge southwards up to the proposed roundabout at the junction of Showground Road and Marsh Lane. The existing rhyne parallel to Marsh Lane is to be realigned further eastwards and will collect the runoff from network 1.

The connection from the existing network (on Showground Road) to the existing rhyne on Marsh Lane is to be abandoned and a new connection to the realigned rhyne is proposed.

The Microdrainage report for Network-1 is shown in Annexure 3.

The existing peak flows for the rhyne have been calculated based on the catchment descriptors derived from FEH CD Rom Ver 2.0. The calculated existing peak flow is 6483.1l/s. The proposed rhyne layout has been modelled together with network 1 and network 4 (without any flow control) and the calculated peak discharge is 6485.3l/s. The size of the existing catchment for the rhyne is large and hence there is negligible impact on the discharge.

The existing and proposed analysis are shown in Annexure 8.1 and 8.2 respectively.

Network-2, This network collects the surface runoff from the centreline of Crossways Bridge, northwards up to the centreline of the River Parrett Bridge. It is proposed to collect the surface water using gullies which are connected to a ditch (base width 0.3m; Side slopes 1:1), carrier drain & filter drain.

The network 2 also collects the runoff from side road MC30. The filter pipe is proposed to run against the slope of carriageway to pick up the runoff at the junction with the existing road. A modified HCD detail for twin gully (TG 63) is proposed and is shown in Annexure 12.

To collect surface runoff from the environmental earthwork bunds, filter drains are proposed on either side of the bund. These will also help with the removal of any water percolating through the pavement layers.

There is an existing M5 motorway drainage system which crosses the proposed CLSAR alignment and outfalls into the River Parrett. The assumed current outfall level of the M5 motorway drainage system is 4.26m (Reference NG(SCC) email to ET(Atkins), dated 24/09/08).

It is proposed to connect Network-2 to the M5 motorway drainage system through the existing chamber just upstream of the outfall. The proposed network connects to the existing M5 motorway chamber at IL 4.84m. A CCTV survey is recommended to establish that the connection is feasible and to analyse the back water effect on the proposed networks if any. This should be undertaken at the detailed design stage. A Petrol interceptor is proposed before the connection into the M5 motorway drainage system.

There is an existing manhole near the MC50/MC00 junction which lies on the proposed footway of CLSAR. It is proposed to raise the cover level of this manhole to match the finish level of footway.

During the detailed design stage, it is to be confirmed that the existing M5 motorway drainage system should not be exposed above the proposed ground level and should maintain a minimum cover level of 0.9m.

A Penstock catchpit is provided before the outfall as an emergency flow control device in case of any accidental fuel spillage. A typical detail of penstock catchpit is shown in Annexure 11.


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The detailed drainage design in this area will also be developed in coordination with the geoenvironmental recommendations in order to mitigate against ground contaminant leachate.

The Microdrainage report for this network is shown in Annexure 4.

Network 2 has been modelled using orifice control prior to the outfall with the ditches providing attenuation. The peak flow at outfall is 6.8l/s. The simulation analysis is shown in Annexure 9.

Network-3 collects surface runoff from the centreline of the River Parrett Bridge northwards up to Ch 875 on MC00 (CLSAR). From Ch 875, a ditch is proposed (base width 0.3m; Side slopes 1:1) to carry the runoff to the River Parrett. The proposal of a ditch deviates from the feasibility study report which suggests providing a carrier drain routed adjacent to the potential development area to the east of the proposed route. This proposal was developed as a result of a meeting held on 09/04/08 between SCC and Atkins.

A Penstock catchpit is provided before the outfall as an emergency flow control device in case of any accidental fuel spillage. A typical detail of penstock catchpit is shown in Annexure 11.


Network 3 has been modelled using orifice control prior to the outfall with the ditches providing attenuation. The peak flow at outfall is 5.3l/s. The simulation analysis is shown in Annexure 10.

Network-4 collects the surface runoff from the side road MC20 and is proposed to outfall into the rhyne through a Petrol Interceptor with an IL = 5.51m.


General Additional gullies (G12, G14 & G19) are required to collect the surface water runoff at Showground Road/ Marsh Lane roundabout. These gullies connect into the existing Showground Road drainage network. Gullies (G13, G15 to G18) are required due to the change in kerb line at the Showground Road and Marsh Lane junction. Wherever possible the existing gully connections are to be re-used.

G58 to G60 are proposed on Parrett Way and connect into the existing drainage network.

Where the drainage for access roads is not connected to main drainage networks (MC70, MC40 and MC60), it is proposed that these access roads will drain over the edge.

4. Conclusion As a result of the conceptual drainage design, the following conclusions can be drawn:

• An open and closed drainage system is to be proposed as per Drg No 5049581/HW/DR/GA/001.

• Bypass type petrol interceptors are to be used and must conform with the PPG3 guidelines from the Environment Agency.

• Network 2 is to connect into the existing M5 motorway drainage system.

• The detailed drainage design in network 2 will need to be developed in coordination with the geoenvironmental recommendations in order to mitigate against the ground contaminant leachate.

• The drainage design is based on the discharge rate not exceeding that from the Greenfield catchment area for a 1 in 100 year return storm, which is 9.17l/s


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5. Annexure

1. Drawing no. 5049581/HW/DR/GA/001

2. Gully Design computations

3. Microdrainage report – Network 1




7.1 Greenfield runoff calculations

7.2 Catchment plan from FEH CD-ROM Ver 2.0

8.1 Existing Simulation Analysis – rhyne Ditch

8.2 Proposed Simulation Analysis – Network 1 and Network 4

9. Proposed Simulation Analysis – Network 2

10. Proposed Simulation Analysis – Network 3

11. Drawing no. 5049581/HW/DR/TY/001

12. HCD detail for Twin gully TG 63.

Colley Lane Southern Access Road - Gully computations

GULLY DESIGN COMPUTATIONS Annexure 2

2minM5 4 mm

T (Critical duration for Gully) 5 min

N (Return Period) 1 year

Ig (Intensity for Gully) 55.3 mm/hr Notes

1. Gully grate size used is 0.45 x 0.45m (Waterway = 0.0958sqm)

Colley Lane Southern Access Road 2. Grating bar pattern to be transverse type (Cb = 1.75)

LONGITUDINAL SURFACE RUNOFF COMPUTATION

Network 1

HP G01

210 185 25 7.7 192.5 0.003 2.5% 1.50% 0.84 0.188 58.40 60 92 R 0.34

G01 G02

185 160 25 7.7 192.5 0.003 3.0% 3.00% 0.66 0.188 58.40 60 91 R 0.46

G02 G03

160 135 25 15.3 382.5 0.006 5.0% 4.30% 0.58 0.188 58.40 60 88 R 0.70

G03 G04

135 110 25 15.3 382.5 0.006 5.0% 5.80% 0.55 0.188 58.40 60 87 R 0.79

G04 G05

110 85 25 15.3 382.5 0.006 5.0% 5.80% 0.55 0.188 58.40 60 87 R 0.79

G05 G06

85 60 25 15.3 382.5 0.006 5.0% 2.70% 0.63 0.188 58.40 60 89 R 0.59

G06 TG07

60 30 480.0 0.007 2.5% 0.50% 1.45 0.188 58.40 60 88 R 0.28

CH. TG10

40 30 250.0 0.004 2.5% 0.50% 1.13 0.188 58.40 60 92 R 0.24

G05 G08

85 77 150.0 0.002 2.5% 1.00% 0.82 0.188 58.40 60 93 R 0.27

G08 G09

77 70 150.0 0.002 2.5% 1.00% 0.82 0.188 58.40 60 93 R 0.27

Efficiency for intermediate

gullies should be > 80%;

and 95% for terminal

gullies.

RemarksGd

(s/m2)

Grate

Type

Efficiency

(%)

Surafce flow

velocity (m/s)

G

(s/m2)Grate SizeSpread (m)

Surface

Long.

Slope (%)

Discharge

(Surface

comps) (m3/s)

Cross

Slope (%)

Width of

DA (m)

Drainage

AreaDescription From Ch. To Ch.

Distance

(m)

Page 1 of 4


RemarksGd

(s/m2)

Grate

Type

Efficiency

(%)

Surafce flow

velocity (m/s)

G


Surface

Long.

Slope (%)

Discharge

(Surface

comps) (m3/s)

Cross

Slope (%)

Width of

DA (m)

Drainage


Distance

(m)

Network 2

HP G20

210 235 25 7.7 192.5 0.003 2.5% 1.50% 0.84 0.188 58.40 60 92 R 0.34

G20 G21

235 260 25 7.7 192.5 0.003 2.5% 2.80% 0.75 0.188 58.40 60 91 R 0.43

G21 G22

260 285 25 7.7 192.5 0.003 2.5% 4.40% 0.69 0.188 58.40 60 90 R 0.51

G22 G23

285 310 25 7.7 192.5 0.003 2.5% 5.00% 0.67 0.188 58.40 60 89 R 0.54

G23 G24

310 335 25 7.7 192.5 0.003 2.5% 3.00% 0.74 0.188 58.40 60 90 R 0.44

G24 G25

335 360 25 7.7 192.5 0.003 2.5% 1.00% 0.91 0.188 58.40 60 92 R 0.29

HP G31

540 500 40 15.3 612.0 0.009 5.0% 2.30% 0.78 0.188 58.40 60 86 R 0.62

G31 G30

500 480 20 15.3 306.0 0.005 5.0% 3.30% 0.56 0.188 58.40 60 90 R 0.60

G30 G29

480 460 20 15.3 306.0 0.005 3.5% 4.50% 0.66 0.188 58.40 60 88 R 0.62

G29 G28

460 435 25 15.3 382.5 0.006 2.5% 4.70% 0.88 0.188 58.40 60 84 R 0.62

G28 G27

435 410 25 7.7 192.5 0.003 2.5% 3.00% 0.74 0.188 58.40 60 90 R 0.44

G27 G26

410 385 25 7.7 192.5 0.003 2.5% 1.60% 0.83 0.188 58.40 60 91 R 0.35

G26 TG32

385 370 15 570.0 0.009 2.5% 0.60% 1.50 0.188 58.40 60 86 R 0.32

HP G33

210 235 25 7.7 192.5 0.003 2.5% 1.50% 0.84 0.188 58.40 60 92 R 0.34

G33 G34

235 260 25 7.7 192.5 0.003 2.5% 2.80% 0.75 0.188 58.40 60 91 R 0.43

G34 G35

260 285 25 7.7 192.5 0.003 2.5% 0.80% 0.95 0.188 58.40 60 93 R 0.27

G35 G36

285 310 25 7.7 192.5 0.003 2.5% 5.00% 0.67 0.188 58.40 60 89 R 0.54

G36 G37

310 347 37 7.7 284.9 0.004 2.5% 2.10% 0.91 0.188 58.40 60 88 R 0.43

G37 TG38

347 372 25 7.7 192.5 0.003 2.5% 0.50% 1.04 0.188 58.40 60 93 R 0.23

CH G39

435 405 30 7.7 231.0 0.004 2.5% 2.70% 0.80 0.188 58.40 60 89 R 0.44

HP TG61

65 35 550.0 0.008 2.5% 0.60% 1.47 0.188 58.40 60 86 R 0.31

HP G62

65 90 25 6.1 152.5 0.002 2.5% 2.30% 0.70 0.188 58.40 60 92 R 0.38

G62 TG63

90 117 27 6.1 164.7 0.003 2.5% 5.00% 0.63 0.188 58.40 60 90 R 0.51




gullies.

Page 2 of 4


RemarksGd

(s/m2)

Grate

Type

Efficiency

(%)

Surafce flow

velocity (m/s)

G


Surface

Long.

Slope (%)

Discharge

(Surface

comps) (m3/s)

Cross

Slope (%)

Width of

DA (m)

Drainage


Distance

(m)

Network 3

HP G40

540 570 30 15.3 459.0 0.007 5.0% 1.50% 0.75 0.188 58.40 60 89 R 0.49

G40 G41

570 595 25 15.3 382.5 0.006 5.0% 3.30% 0.61 0.188 58.40 60 88 R 0.64

G41 G42

595 620 25 15.3 382.5 0.006 5.0% 4.50% 0.58 0.188 58.40 60 88 R 0.72

G42 G43

620 645 25 15.3 382.5 0.006 4.5% 5.00% 0.60 0.188 58.40 60 87 R 0.73

G43 G44

645 670 25 15.3 382.5 0.006 5.0% 2.90% 0.63 0.188 58.40 60 89 R 0.61

G44 G45

670 695 25 15.3 382.5 0.006 5.0% 1.00% 0.76 0.188 58.40 60 91 R 0.41

G45 G46

695 720 25 15.3 382.5 0.006 5.0% 0.50% 0.87 0.188 58.40 60 92 R 0.31

G46 G47

720 740 20 15.3 306.0 0.005 5.0% 0.50% 0.80 0.188 58.40 60 93 R 0.30

G47 G48

740 750 10 150.0 0.002 2.5% 0.50% 0.94 0.188 58.40 60 94 R 0.21

G48 G49

750 760 10 150.0 0.002 2.5% 0.50% 0.94 0.188 58.40 60 94 R 0.21

G49 G50

760 785 25 7.7 192.5 0.003 2.5% 0.50% 1.04 0.188 58.40 60 93 R 0.23

G50 G51

785 810 25 7.7 192.5 0.003 2.5% 0.50% 1.04 0.188 58.40 60 93 R 0.23

G51 G52

810 835 25 7.7 192.5 0.003 2.5% 0.50% 1.04 0.188 58.40 60 93 R 0.23

G52 G53

835 860 25 7.7 192.5 0.003 2.5% 0.50% 1.04 0.188 58.40 60 93 R 0.23

G53 G54

860 880 20 7.7 154.0 0.002 2.5% 0.50% 0.96 0.188 58.40 60 94 R 0.21

CH. G55

785 810 25 7.7 192.5 0.003 2.5% 0.50% 1.04 0.188 58.40 60 93 R 0.23

G55 G56

810 835 25 7.7 192.5 0.003 2.5% 0.50% 1.04 0.188 58.40 60 93 R 0.23

G56 G57

835 860 25 7.7 192.5 0.003 2.5% 0.50% 1.04 0.188 58.40 60 93 R 0.23




gullies.

Page 3 of 4


RemarksGd

(s/m2)

Grate

Type

Efficiency

(%)

Surafce flow

velocity (m/s)

G


Surface

Long.

Slope (%)

Discharge

(Surface

comps) (m3/s)

Cross

Slope (%)

Width of

DA (m)

Drainage


Distance

(m)

Proposed gullies connecting to Ex. Pipe in Parrett way

G54 G58

880 905 25 7.7 192.5 0.003 2.5% 0.50% 1.04 0.188 58.40 60 93 R 0.23

G58 G60

905 922 17 7.7 130.9 0.002 2.5% 0.50% 0.89 0.188 58.40 60 95 R 0.20

CH. G59

910 930 20 7.7 154.0 0.002 2.5% 0.50% 0.96 0.188 58.40 60 94 R 0.21

Network 4

CH. G64

4 29 25 300.0 0.005 2.7% 5.00% 0.75 0.188 58.40 60 86 R 0.61

G64 G65

29 54 25 8 200.0 0.003 2.5% 5.00% 0.68 0.188 58.40 60 89 R 0.54

G65 G66

54 79 25 150.0 0.002 2.5% 4.00% 0.64 0.188 58.40 60 91 R 0.46

G66 TG68

79 110 200.0 0.003 2.5% 0.60% 1.02 0.188 58.40 60 93 R 0.24

CH. G67

54 79 25 150.0 0.002 2.5% 4.00% 0.64 0.188 58.40 60 91 R 0.46

G67 TG69

79 110 200.0 0.003 2.5% 0.60% 1.02 0.188 58.40 60 93 R 0.24

Proposed gullies connecting to Ex. Pipe

HP G11

210 172 38 7.7 292.6 0.004 2.5% 1.80% 0.95 0.188 58.40 60 89 R 0.40

G12

8 200.0 0.003 2.5% 0.90% 0.94 0.188 58.40 60 92 R 0.28

Ex GY G13

170.0 0.003 2.5% 1.00% 0.86 0.188 58.40 60 93 R 0.28

G14

100.0 0.002 2.5% 0.50% 0.80 0.188 58.40 60 95 R 0.19

G15

80.0 0.001 2.5% 0.50% 0.74 0.188 58.40 60 96 R 0.18

G16

80.0 0.001 2.5% 0.50% 0.74 0.188 58.40 60 96 R 0.18

G17

100.0 0.002 2.5% 0.50% 0.80 0.188 58.40 60 95 R 0.19

G18

100.0 0.002 2.5% 0.50% 0.80 0.188 58.40 60 95 R 0.19

G19

50.0 0.001 2.5% 0.50% 0.64 0.188 58.40 60 97 R 0.16




gullies.

Page 4 of 4

©1982-2008 Micro Drainage

WS Atkins & Partners Overseas Page 1PO Box 21538 Annexure 3Saif Zone Office Network 1SharjahDate 22 October 2008 19:09 Designed By desh1661File Network 1.sws Checked ByMicro Drainage System1 W.11.2

Global Variables

Pipe Size File C:\Program Files\Micro Drainage Ltd\WinDes\STANDARD.PIPManhole Size File C:\Program Files\Micro Drainage Ltd\WinDes\STANDARD.MHS

Location - England & Wales

Return Period (years) 1 Maximum Backdrop Height (m) 0.000M5-60 (mm) 19.300 Min Cover Depth for Optimisation (m) 0.000Ratio R 0.350 Min Vel for Auto Design Only (m/s) 0.75Maximum Rainfall (mm/hr) 100 Min Slope for Optimisation (1:X) 300Foul Sewage (l/s/ha) 0.00 Minimum Outfall Invert (m) 4.200O'flow Setting (*Foul only) 0 Ground Level at Outfall (m) 5.000Volumetric Runoff Coeff. 1.00 Outfall Manhole Name HW2Add Flow / Climate Change (%) 0 Outfall Manhole Dia/Length (mm) 0Minimum Backdrop Height (m) 0.200 Outfall Manhole Width (mm) 0

Designed with Level Soffits



User Report P:\HandT\GBSHJ-H&T\6909416 - Colley Lane Southern AccessRoad\05_Project_Documents\53_Design_Documents\Drainage\Windes\Network 1\Network 1.SPD

USMH

DSMH

Length(m)

Slope(1:X)

Area(ha)

TC(mins)

K(mm)

USIL(m)

DSIL(m)

USCL(m)

DSCL(m)

Dia(mm)

Vel(m/s)

MH 1/01 MH 1/02 42.00 31.1 0.089 5.30 0.600 10.195 8.845 11.620 10.270 225 2.35MH 1/02 MH 1/03 52.00 17.2 0.080 5.57 0.600 8.845 5.825 10.270 7.250 225 3.17MH 1/03 MH 1/04 17.00 20.0 0.035 5.67 0.600 5.825 4.975 7.250 6.400 225 2.94MH 1/04 CP 1/05 35.00 56.5 0.054 5.97 0.230 4.975 4.355 6.400 5.780 225 1.96CP 1/05 PENSTOCK 10.00 200.0 0.025 6.12 0.600 4.280 4.230 5.780 5.800 300 1.11

PENSTOCK HW2 6.06 252.7 0.025 6.22 0.600 4.230 4.206 5.800 5.000 300 0.98



Global Variables



Return Period (years) 1 Maximum Backdrop Height (m) 0.000M5-60 (mm) 19.300 Min Cover Depth for Optimisation (m) 0.000Ratio R 0.350 Min Vel for Auto Design Only (m/s) 0.75Maximum Rainfall (mm/hr) 100 Min Slope for Optimisation (1:X) 300Foul Sewage (l/s/ha) 0.00 Minimum Outfall Invert (m) 4.000O'flow Setting (*Foul only) 0 Ground Level at Outfall (m) 7.000Volumetric Runoff Coeff. 1.00 Outfall Manhole Name EX. MHAdd Flow / Climate Change (%) 0 Outfall Manhole Dia/Length (mm) 0Minimum Backdrop Height (m) 0.200 Outfall Manhole Width (mm) 0

Designed with Level Inverts




USMH

DSMH

Length(m)

Slope(1:X)

Area(ha)

TC(mins)

K(mm)

USIL(m)

DSIL(m)

USCL(m)

DSCL(m)

Dia(mm)

Vel(m/s)

MH 2/01 CP 2/02 60.00 28.5 0.080 5.36 0.230 10.175 8.070 11.620 9.500 225 2.77CP 2/02 CP 2/07 59.10 29.5 0.058 5.72 0.230 8.070 6.066 9.500 7.500 225 2.72MH 2/03 CP 2/04 75.27 299.9 0.107 6.51 0.230 5.750 5.499 7.350 7.780 225 0.83CP 2/04 HW5 11.12 300.6 0.000 6.75 0.600 5.499 5.462 7.780 7.600 225 0.75

1 2 34.81 41.0 0.059 5.64 0.000 7.100 6.251 7.800 7.900 300 0.912 HW5 35.80 45.4 0.050 6.33 0.000 6.251 5.462 7.900 7.600 300 0.86

HW5 MH 2/06 44.50 300.7 0.034 7.58 0.600 5.462 5.314 7.600 7.500 300 0.90MH 2/05 MH 2/06 43.00 47.0 0.050 5.37 0.600 6.305 5.390 7.730 7.500 225 1.91MH 2/06 CP 2/07 10.15 298.5 0.000 7.76 0.600 5.314 5.280 7.500 7.500 300 0.90CP 2/07 CP 2/09 11.37 299.2 0.000 7.97 0.600 5.280 5.242 7.500 6.900 300 0.90MH 2/08 CP 2/09 89.98 74.5 0.035 5.88 0.230 6.525 5.317 7.650 6.900 225 1.70CP 2/09 HW6 36.05 269.0 0.010 8.60 0.600 5.242 5.108 6.900 7.000 300 0.95

HW6 HW7 36.91 498.8 0.020 10.71 0.000 5.108 5.034 7.000 7.100 300 0.29EX MH CP 2/11 40.00 300.8 0.075 5.80 0.230 6.175 6.042 7.600 8.800 225 0.83

MH 2/10 CP 2/11 60.53 15.4 0.150 5.30 0.600 9.975 6.042 11.400 8.800 225 3.35CP 2/11 HW7 17.52 17.4 0.000 5.89 0.600 6.042 5.034 8.800 7.100 225 3.15

HW7 HW8 40.16 502.0 0.043 12.69 0.000 5.034 4.954 7.100 7.500 300 0.34HW8 PENSTOCK 26.56 298.5 0.000 13.11 0.600 4.954 4.865 7.500 8.200 375 1.04

PENSTOCK EX. MH 7.54 301.5 0.000 13.23 0.600 4.865 4.840 8.200 7.000 375 1.04


WS Atkins & Partners Overseas Page 1PO Box 21538 Annexure 5Saif Zone Office Network 3SharjahDate 22 October 2008 19:10 Designed By desh1661File Network3.sws Checked ByMicro Drainage System1 W.11.2

Global Variables




Designed with Level Inverts




USMH

DSMH

Length(m)

Slope(1:X)

Area(ha)

TC(mins)

K(mm)

USIL(m)

DSIL(m)

USCL(m)

DSCL(m)

Dia(mm)

Vel(m/s)

MH 3/01 MH 3/02 50.00 227.3 0.068 5.97 0.600 5.895 5.675 7.020 6.800 225 0.86MH 3/02 HW 9 16.43 256.8 0.000 6.25 0.600 5.600 5.536 6.800 6.265 300 0.98

HW 9 2 19.50 1026.2 0.050 8.04 0.000 5.536 5.517 6.265 6.229 300 0.182 3 18.09 1005.2 0.045 9.68 0.000 5.517 5.499 6.229 6.331 300 0.183 4 12.32 1026.8 0.043 10.81 0.000 5.499 5.487 6.331 6.708 300 0.184 5 26.01 1000.4 0.028 13.17 0.000 5.487 5.461 6.708 6.969 300 0.185 HW 10 33.94 998.1 0.069 16.25 0.000 5.461 5.427 6.969 6.900 300 0.18

HW 10 HW 11 12.80 297.7 0.124 16.48 0.600 5.427 5.384 6.900 6.916 300 0.91HW 11 6 27.88 995.5 0.135 18.66 0.000 5.384 5.356 6.916 6.927 300 0.21

6 7 33.76 992.9 0.000 21.29 0.000 5.356 5.322 6.927 6.968 300 0.217 8 36.81 994.8 0.000 24.16 0.000 5.322 5.285 6.968 7.157 300 0.218 9 13.87 990.4 0.000 25.24 0.000 5.285 5.271 7.157 7.200 300 0.219 HW12 44.38 1008.7 0.000 28.72 0.000 5.271 5.227 7.200 7.235 300 0.21

HW12 PENSTOCK 5.56 292.7 0.000 28.82 0.600 5.227 5.208 7.235 7.235 300 0.91PENSTOCK HW13 18.89 209.9 0.000 29.12 0.600 5.208 5.118 7.235 7.000 300 1.08



Global Variables




Designed with Level Soffits




USMH

DSMH

Length(m)

Slope(1:X)

Area(ha)

TC(mins)

K(mm)

USIL(m)

DSIL(m)

USCL(m)

DSCL(m)

Dia(mm)

Vel(m/s)

MH 4/01 PENSTOCK 69.00 300.0 0.125 6.53 0.600 5.775 5.545 6.900 9.300 225 0.75PENSTOCK HW3 10.50 300.0 0.000 6.77 0.600 5.545 5.510 9.300 6.000 225 0.75


WS Atkins & Partners Overseas Page 1PO Box 21538 Annexure 8.1Saif Zone Office Existing AnalysisSharjah Rhyne DitchDate 02 November 2008 11:31 Designed By desh1661File Rhyne.SUM Checked ByMicro Drainage Simulation W.11.2

Global Variables

Region FEH Rainfall ModelReturn Period (yrs) 100Site Location GB 330600 135700 ST 30600 35700C(1km) -0.024D1(1km) 0.341D2(1km) 0.420D3(1km) 0.224E(1km) 0.280F(1km) 2.513Volumetric Runoff Coef 0.750Profile Type SummerPIMP (%) 100Areal Reduction Factor 1.000Storm Duration (mins) 15Hot Start (mins) 0Hot Start Level (mm) 0Manhole Headloss Coefficient 0.500MADD Factor * 10m³/ha Storage 2.000Foul Sewage/Hectare (l/s) 0.00Additional Flow - % of Total Flow 0Number of Input Hydrographs 1Number of Time/Area Diagrams 0Number of Bifurcations 0Number of Overflows 0Number of Off-Line Controls 0Number of On-Line Controls 0

Starting Storm file name P:\HandT\GBSHJ-H&T\6909416 - Colley Lane Southern Access Road\05_Project_Documents\53_Design_Documents\Drainage\Windes\Network 1\Copy of Network 1.sws

Freely Discharging Outfalls

OutfallPipe Number

OutfallMH/No

C.Level(m)

I.Level(m)

D,L(mm)

B(mm)

1.002 HW2 5.000 3.900 0 0


WS Atkins & Partners Overseas Page 2PO Box 21538 Annexure 8.1Saif Zone Office Existing AnalysisSharjah Rhyne DitchDate 02 November 2008 11:31 Designed By desh1661File Rhyne.SUM Checked ByMicro Drainage Simulation W.11.2

Summary Wizard of "CRITICAL"(Rank 1 by Max Level)Results for Design Storms

Margin for Flood Risk warning (mm) 300 Inertia Status OFFDTS Status ON Analysis Time Step FineDVD Status OFF

Profile(s) Summer and WinterDuration(s) (mins) 15, 30, 60, 120, 240, 360, 480, 960, 1440Return Period(s) (years) 100Climate Change (%) 0

PN

Storm

ReturnPeriod

ClimateChange

Rank

First XSurcharge

First YFlood

First ZOverflow

O/FAct

1.000 480 Summer 100 0% 11.001 480 Summer 100 0% 11.002 480 Summer 100 0% 1

LvlEx.

PN

Water Lvl.(m)

SurchargedDepth (m)

FloodedVol (m³)

Flow/Capacity

Overflow(l/s)

Pipe Flow(l/s)

Status

1.000 5.442 -0.958 0.000 0.33 0.0 6486.9 O K1.001 4.893 -1.307 0.000 0.33 0.0 6486.3 O K1.002 4.556 -1.444 0.000 0.33 0.0 6483.1 O K


WS Atkins & Partners Overseas Page 1PO Box 21538 Annexure 8.2Saif Zone Office Proposed AnalysisSharjah Network 1 & 4Date 02 November 2008 11:29 Designed By desh1661File Network 1.SUM Checked ByMicro Drainage Simulation W.11.2

Global Variables

Region FEH Rainfall ModelReturn Period (yrs) 100Site Location GB 330850 135600 ST 30850 35600C(1km) -0.024D1(1km) 0.341D2(1km) 0.420D3(1km) 0.224E(1km) 0.280F(1km) 2.513Volumetric Runoff Coef 0.750Profile Type SummerPIMP (%) 100Areal Reduction Factor 1.000Storm Duration (mins) 15Hot Start (mins) 0Hot Start Level (mm) 0Manhole Headloss Coefficient 0.500MADD Factor * 10m³/ha Storage 2.000Foul Sewage/Hectare (l/s) 0.00Additional Flow - % of Total Flow 0Number of Input Hydrographs 1Number of Time/Area Diagrams 2Number of Bifurcations 0Number of Overflows 0Number of Off-Line Controls 0Number of On-Line Controls 0

Starting Storm file name P:\HandT\GBSHJ-H&T\6909416 - Colley Lane Southern Access Road\05_Project_Documents\53_Design_Documents\Drainage\Windes\Network 1\Network 1.sws

Time/Area Diagram at Pipe Number 1.001

TimeFrom:

(mins)To:

Area(ha)

TimeFrom:

(mins)To:

Area(ha)

0 4 0.235 4 8 0.073

Total Area (ha) 0.308

Time/Area Diagram at Pipe Number 1.005

TimeFrom:

(mins)To:

Area(ha)

TimeFrom:

(mins)To:

Area(ha)

0 4 0.056 4 8 0.069

Total Area (ha) 0.125


OutfallPipe Number

OutfallMH/No

C.Level(m)

I.Level(m)

D,L(mm)

B(mm)

1.005 HW2 5.000 4.073 0 0


WS Atkins & Partners Overseas Page 2PO Box 21538 Annexure 8.2Saif Zone Office Proposed AnalysisSharjah Network 1 & 4Date 02 November 2008 11:29 Designed By desh1661File Network 1.SUM Checked ByMicro Drainage Simulation W.11.2




PN

Storm

ReturnPeriod

ClimateChange

Rank

First XSurcharge

First YFlood

First ZOverflow

O/FAct

1.000 480 Summer 100 0% 11.001 480 Summer 100 0% 11.002 480 Summer 100 0% 11.003 480 Summer 100 0% 11.004 480 Summer 100 0% 11.005 480 Summer 100 0% 1

LvlEx.

PN

Water Lvl.(m)

SurchargedDepth (m)

FloodedVol (m³)

Flow/Capacity

Overflow(l/s)

Pipe Flow(l/s)

Status

1.000 5.243 -0.965 0.000 0.29 0.0 6490.7 O K1.001 5.230 -0.970 0.000 0.29 0.0 6482.9 O K1.002 5.074 -1.116 0.000 0.38 0.0 6481.6 O K1.003 4.953 -1.227 0.000 0.39 0.0 6483.9 O K1.004 4.800 -1.380 0.000 0.26 0.0 6485.9 O K1.005 4.781 -1.399 0.000 0.24 0.0 6485.3 O K


WS Atkins & Partners Overseas Page 1PO Box 21538 Annexure 9Saif Zone Office Proposed AnalysisSharjah Network 2Date 02 November 2008 11:33 Designed By desh1661File Network 2.SUM Checked ByMicro Drainage Simulation W.11.2

Global Variables

Region FSR - England & WalesReturn Period (yrs) 100M5-60 (mm) 19.300Ratio R 0.350Volumetric Runoff Coef 0.750Profile Type SummerPIMP (%) 100Areal Reduction Factor 1.000Storm Duration (mins) 15Hot Start (mins) 0Hot Start Level (mm) 0Manhole Headloss Coefficient 0.500MADD Factor * 10m³/ha Storage 2.000Foul Sewage/Hectare (l/s) 0.00Additional Flow - % of Total Flow 0Number of Input Hydrographs 0Number of Time/Area Diagrams 0Number of Bifurcations 0Number of Overflows 0Number of Off-Line Controls 0Number of On-Line Controls 3

Starting Storm file name P:\HandT\GBSHJ-H&T\6909416 - Colley Lane Southern Access Road\05_Project_Documents\53_Design_Documents\Drainage\Windes\Network 2\Network 2.sws


OutfallPipe Number

OutfallMH/No

C.Level(m)

I.Level(m)

D,L(mm)

B(mm)

1.007 EX. MH 7.000 4.840 1200 0


WS Atkins & Partners Overseas Page 2PO Box 21538 Annexure 9Saif Zone Office Proposed AnalysisSharjah Network 2Date 02 November 2008 11:33 Designed By desh1661File Network 2.SUM Checked ByMicro Drainage Simulation W.11.2




PN

Storm

ReturnPeriod

ClimateChange

Rank

First XSurcharge

First YFlood

First ZOverflow

O/FAct

1.000 15 Winter 100 0% 11.001 15 Winter 100 0% 12.000 240 Winter 100 0% 1 100/15 Summer2.001 240 Winter 100 0% 1 100/15 Summer3.000 15 Winter 100 0% 13.001 240 Winter 100 0% 12.002 240 Winter 100 0% 1 100/15 Summer4.000 360 Winter 100 0% 1 100/240 Summer2.003 360 Winter 100 0% 1 100/15 Summer1.002 360 Winter 100 0% 1 100/15 Summer5.000 360 Winter 100 0% 11.003 360 Winter 100 0% 1 100/15 Summer1.004 360 Winter 100 0% 16.000 360 Winter 100 0% 1 100/120 Summer7.000 15 Winter 100 0% 16.001 360 Winter 100 0% 1 100/60 Summer1.005 360 Winter 100 0% 11.006 360 Winter 100 0% 1 100/15 Summer1.007 360 Winter 100 0% 1

LvlEx.

PN

Water Lvl.(m)

SurchargedDepth (m)

FloodedVol (m³)

Flow/Capacity

Overflow(l/s)

Pipe Flow(l/s)

Status

1.000 10.261 -0.139 0.000 0.31 0.0 32.1 O K1.001 8.191 -0.104 0.000 0.55 0.0 56.4 O K2.000 6.999 1.024 0.000 0.27 0.0 8.5 SURCH'ED2.001 6.995 1.271 0.000 0.33 0.0 8.2 SURCH'ED3.000 7.206 -0.594 0.000 0.02 0.0 23.6 O K3.001 6.993 -0.907 0.000 0.00 0.0 6.1 O K2.002 6.993 1.231 0.000 0.06 0.0 3.4 SURCH'ED4.000 6.674 0.144 0.000 0.04 0.0 3.1 SURCH'ED2.003 6.672 1.058 0.000 0.12 0.0 5.9 SURCH'ED1.002 6.670 1.090 0.000 0.28 0.0 14.2 SURCH'ED5.000 6.667 -0.083 0.000 0.03 0.0 2.2 O K1.003 6.667 1.125 0.000 0.26 0.0 16.4 FLD RISK1.004 6.661 -0.339 0.000 0.01 0.0 16.5 O K6.000 6.666 0.266 0.000 0.15 0.0 4.6 SURCH'ED7.000 10.085 -0.115 0.000 0.47 0.0 60.6 O K6.001 6.664 0.397 0.000 0.12 0.0 12.9 SURCH'ED1.005 6.661 -0.439 0.000 0.01 0.0 19.7 O K1.006 6.661 1.332 0.000 0.07 0.0 6.8 SURCH'ED1.007 4.939 -0.301 0.000 0.09 0.0 6.8 O K


WS Atkins & Partners Overseas Page 1PO Box 21538 Annexure 10Saif Zone Office Proposed AnalysisSharjah Network 3Date 03 November 2008 13:31 Designed By desh1661File Network3.SUM Checked ByMicro Drainage Simulation W.11.2

Global Variables

Region FSR - England & WalesReturn Period (yrs) 100M5-60 (mm) 19.300Ratio R 0.350Volumetric Runoff Coef 0.750Profile Type SummerPIMP (%) 100Areal Reduction Factor 1.000Storm Duration (mins) 15Hot Start (mins) 0Hot Start Level (mm) 0Manhole Headloss Coefficient 0.500MADD Factor * 10m³/ha Storage 2.000Foul Sewage/Hectare (l/s) 0.00Additional Flow - % of Total Flow 0Number of Input Hydrographs 0Number of Time/Area Diagrams 0Number of Bifurcations 0Number of Overflows 0Number of Off-Line Controls 0Number of On-Line Controls 1

Starting Storm file name P:\HandT\GBSHJ-H&T\6909416 - Colley Lane Southern Access Road\05_Project_Documents\53_Design_Documents\Drainage\Windes\Network 3\Network3.sws


OutfallPipe Number

OutfallMH/No

C.Level(m)

I.Level(m)

D,L(mm)

B(mm)

1.014 HW13 7.000 5.118 1200 0


WS Atkins & Partners Overseas Page 2PO Box 21538 Annexure 10Saif Zone Office Proposed AnalysisSharjah Network 3Date 03 November 2008 13:31 Designed By desh1661File Network3.SUM Checked ByMicro Drainage Simulation W.11.2




PN

Storm

ReturnPeriod

ClimateChange

Rank

First XSurcharge

First YFlood

First ZOverflow

O/FAct

1.000 480 Winter 100 0% 1 100/240 Summer1.001 480 Winter 100 0% 1 100/15 Summer1.002 480 Winter 100 0% 11.003 480 Winter 100 0% 11.004 480 Winter 100 0% 11.005 480 Winter 100 0% 11.006 480 Winter 100 0% 11.007 480 Winter 100 0% 1 100/15 Summer1.008 480 Winter 100 0% 11.009 480 Winter 100 0% 11.010 480 Winter 100 0% 11.011 480 Winter 100 0% 11.012 480 Winter 100 0% 11.013 480 Winter 100 0% 1 100/15 Summer1.014 240 Winter 100 0% 1

LvlEx.

PN

Water Lvl.(m)

SurchargedDepth (m)

FloodedVol (m³)

Flow/Capacity

Overflow(l/s)

Pipe Flow(l/s)

Status

1.000 6.191 0.071 0.000 0.10 0.0 3.3 SURCH'ED1.001 6.189 0.289 0.000 0.05 0.0 2.9 SURCH'ED1.002 6.188 -0.077 0.000 0.04 0.0 4.8 FLD RISK1.003 6.189 -0.040 0.000 0.04 0.0 5.4 FLD RISK1.004 6.188 -0.143 0.000 0.03 0.0 6.1 FLD RISK1.005 6.188 -0.520 0.000 0.01 0.0 6.4 O K1.006 6.188 -0.781 0.000 0.01 0.0 7.9 O K1.007 6.188 0.461 0.000 0.22 0.0 11.7 SURCH'ED1.008 6.185 -0.731 0.000 0.02 0.0 17.9 O K1.009 6.185 -0.742 0.000 0.02 0.0 15.6 O K1.010 6.185 -0.783 0.000 0.01 0.0 12.7 O K1.011 6.185 -0.972 0.000 0.01 0.0 9.6 O K1.012 6.185 -1.015 0.000 0.00 0.0 8.2 O K1.013 6.185 0.658 0.000 0.12 0.0 5.3 SURCH'ED1.014 5.264 -0.244 0.000 0.08 0.0 5.3 O K