FINAL DRAINAGE INVESTIGATION REPORT · Drainage design drawings of the existing drainage systems constructed as part of the M4 Western Motorway and Great Western Highway. Blacktown

ROADS AND MARITIME SERVICES NSW PROSPECT HIGHWAY UPGRADE

FINAL DRAINAGE INVESTIGATION REPORT

MR644 - Prospect Highway Upgrade between Reservoir Road and St Martins Crescent—Final Drainage Investigation Report Hyder Consulting Pty Ltd-ABN 76 104 485 289 f:\aa005690\f-reports\b - drainage\fb0001-aa005690-aar-06- final drainage investigation report.docx

Hyder Consulting Pty Ltd

ABN 76 104 485 289 Level 5, 141 Walker Street Locked Bag 6503 North Sydney NSW 2060 Australia Tel: +61 2 8907 9000 Fax: +61 2 8907 9001 www.hyderconsulting.com

ROADS AND MARITIME SERVICES

MR644 - PROSPECT HIGHWAY UPGRADE BETWEEN RESERVOIR ROAD AND ST MARTINS CRESCENT Final Drainage Investigation Report

Author Luiz Segundo

Checker Jeff Dane/ San Ng

Approver Luiz Segundo

Report No FB0001-AA005690-AAR-06- Final Drainage Investigation Report

Date March 2014

This report has been prepared for Roads and Maritime Services in accordance with the terms and conditions of appointment for MR644 - Prospect Highway Upgrade between Reservoir Road and St Martins Crescent dated 4 April 2013. Hyder Consulting Pty Ltd (ABN 76 104 485 289) cannot accept any responsibility for any use of or reliance on the contents of this report by any third party.

MR644 - Prospect Highway Upgrade between Reservoir Road and St Martins Crescent—Final Drainage Investigation Report

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Hyder Consulting Pty Ltd-ABN 76 104 485 289 f:\aa005690\f-reports\b - drainage\fb0001-aa005690-aar-06- final drainage investigation report.docx

CONTENTS

1 Introduction ................................................................................................................................. 1 1.1 Proposal Overview................................................................................................................................ 1

1.2 Scope of Works .................................................................................................................................... 1

1.3 Available Information ............................................................................................................................ 1

2 Hydrology Investigation ............................................................................................................... 3 2.1 Existing Cross Drainage ....................................................................................................................... 3

2.2 Catchment Description ......................................................................................................................... 4

2.3 Existing Hydrology .............................................................................................................................. 12

3 Proposed Drainage System ...................................................................................................... 17 3.1 General ............................................................................................................................................... 17

3.2 Drainage Design Criteria .................................................................................................................... 17

3.3 Aquaplaning Checks ........................................................................................................................... 19

3.4 Proposed Cross Drainage .................................................................................................................. 20

3.5 New Pavement Drainage Systems Strategy ...................................................................................... 21

3.6 Impact of the Proposed Upgrade on Existing Drainage Patterns ...................................................... 21

3.7 Recommeded Drainage Strategy ....................................................................................................... 28

4 Erosion and Sediment Control .................................................................................................. 33 4.1 Key Elements of Proposed Strategy .................................................................................................. 33

5 ConstructAbility ......................................................................................................................... 36

6 Outstanding Issues ................................................................................................................... 37

7 Summary .................................................................................................................................. 37

8 Glossary ................................................................................................................................... 38

APPENDICES

Appendix A Figures

Appendix B Concept Drainage Layout and Longitudinal Sections

Appendix C Sketch of Proposed Pedestrian Underpass (MC10 CH 1980) – SK90

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Report Hyder Consulting Pty Ltd-ABN 76 104 485 289 f:\aa005690\f-reports\b - drainage\fb0001-aa005690-aar-06- final drainage investigation report.docx


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1 INTRODUCTION NSW Roads and Maritime Services (Roads and Maritime) have engaged Hyder Consulting to undertake the drainage investigation in relation to the works associated with the upgrade of the Prospect Highway between Reservoir Road and St Martins Crescent. This report details the findings of the drainage investigation, concept drainage strategy and erosion sediment control requirements for the proposal.

As part of the same commissioning, Hyder Consulting have been engaged to undertake the utility investigation for the proposal. This drainage design report should be read in conjunction with the utility investigation report (FA0001-AA005690-AAR-05-Utilities Investigation & Strategy Report). The concept drainage design presented in this report was developed considering the utility investigation.

1.1 PROPOSAL OVERVIEW The proposal includes the upgrading of Prospect Highway from Reservoir Road, Prospect to St Martins Crescent, Blacktown and is located within the Blacktown City Council (Council) local government area. It also includes:

The improvement of all intersections.

Replacement of the roundabouts at the southern section of the proposal.

Construction of a two way access ramp from Great Western Highway.

New shared path on the western side of the highway to connect the existing shared path between M4 Western Motorway and Harrod Street.

Replacement of the existing pedestrian underpass at approximately CH 1980.

Figure 1 in Appendix A shows the locality plan and presents the extent of the works and key features of the proposal area.

1.2 SCOPE OF WORKS The scope of works covered in this report includes:

Undertake a hydrology and hydraulic (drainage) investigation of the proposal area and areas in the vicinity of the proposal potentially affected by the proposed works.

Undertake the pavement drainage investigation and concept design based on the proposed road design including the proposal of measures to eliminate and or reduce potential impact of the proposed works.

Determine the erosion and sediment control requirements for the construction stage.

Provide a ‘Drainage Investigation and Design’ report incorporating the items above.

1.3 AVAILABLE INFORMATION The following information was made available and reviewed for the preparation of the drainage investigation and the development of the concept drainage design:

Page 2 MR644 - Prospect Highway Upgrade between Reservoir Road and St Martins Crescent - Final Drainage Investigation


Roads and Maritime detailed ground survey along the existing road corridor for the extent of the proposal.

Roads and Maritime 3d utility survey model. This model also included various utilities in 2d format.

Roads and Maritime road design models.

Roads and Maritime pedestrian underpass bridge design.

Roads and Maritime preliminary construction staging plans.

Cadastral information.

Aerial imagery information for the proposal locality supplied by Roads and Maritime.

Drainage design drawings of the existing drainage systems constructed as part of the M4 Western Motorway and Great Western Highway.

Blacktown City Council drainage system layout information in the vicinity of the proposal.

Blacktown City Council plans of the stormwater detention basins located adjacent to the road at about chainage 2100.

Two (2) metre contours CAD file for the locality.


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2 HYDROLOGY INVESTIGATION The Prospect Highway road corridor runs in close proximity to the catchment boundary of Greystanes Creek and Blacktown Creek. Greystanes Creek Catchment is generally located to the east of the proposal corridor and Blacktown Creek the west. The proposal does not cross major waterways and therefore is not impacted by regional (major) flooding. The Girraween Creek and Blacktown Creek are in close proximity but outside the scope of the proposal. Girraween Creek is located south of proposal limit and Blacktown Creek is located west of the Two-way Link Road and north of the proposal limit. Flooding information of Girraween Creek and Blacktown Creek was not available for the current investigation. However, the proposal is not expected to impact or be impacted by major flooding from the waterways.

It s important to note that the proposal is not within the Prospect Reservoir catchment, and runoff from the existing Prospect Highway does not discharge to Prospect Reservoir.

Runoff generated within the road corridor catchments discharge to four (4) cross drainage structures and to Council’s drainage lines located along the route. Along the section of the proposal located to the north of the Great Western Highway (GWH), some road runoff escapes the road corridor through the several side streets. The following sections of this report discuss the existing drainage patterns in more detail.

The location of the existing cross drainage structures, drainage lines and other key drainage features along the proposed proposal corridor is shown on Figures 2-1 to 2-5 contained in Appendix A.

2.1 EXISTING CROSS DRAINAGE Four (4) cross drainage structures were identified along the corridor. The details of these structures are provided in Table 2-1.

Table 2-1 Existing Cross Drainage Structures

Catchment Design Road

Chainage

(Approx)

Size/Type

(mm)

Upstream

Invert Level

(m AHD)

Downstream

Invert Level

(m AHD)

Adjacent

Road Level

(m AHD)

Greystanes Creek

MC10 - 460 1350 RCP1 65.32 63.86 72.41

Blacktown Creek

MX01 - 110 750 RCP1 74.55 72.25 76.33

MC10 - 2034 900 RCP1 64.75 63.14 70.11

MC10 - 3100 450 RCP1 59.94 59.54 61.06

1 RCP – Stands for reinforced concrete pipe.

It is important to note that there are two stormwater detention basins located at both upstream (eastern side of the road) and downstream (western side) of cross drainage structure at CH 2034. The discharge through this cross drainage culvert is inlet controlled by a complex inlet structure.



A pedestrian underpass is located approximately 55 metres south of the cross drainage culvert and would serve as emergency flow path for basin on the eastern side of the road corridor in storm larger than 100 year ARI.

2.2 CATCHMENT DESCRIPTION A brief description of the catchments and their existing drainage patterns are provided below in Table 2-2. Refer to Figures 2-1 to 2-5 for catchment location and details on the existing drainage systems.

Table 2-2 Catchment Description Summary

Catchment

ID

Catchment

System

Description

C1 Greystanes Creek

Runoff from approximately 180 m of roadway (the section of Prospect Highway also called Reconciliation Road is captured and conveyed by a piped drainage system located to the south of Reservoir Road Intersection.

Discharges from the catchment external on the western side of the road are collected by an existing catch drain that runs along the road and connects to inlet pits located along the drain. The inlet pits are linked to the road piped drainage system. The piped system discharges to Girraween Creek at approximately CH 0.

C2 Greystanes Creek

Runoff from the intersection of Prospect Highway and Reservoir and approximately 50 metres of roadway flows overland within the southern gutter of Reservoir Road. Runoff conveyed by the gutter discharges to the low point located near the southern end of Reservoir Road.

C3 Greystanes Creek

The catchment is approximately 13.9 ha in area and comprises of mostly undeveloped land and a number dwellings. The survey and contour information available indicate that the catchment extends to Watch House Road on the western end, Reservoir Road on the southern end, the M4 Western Motorway westbound entry ramp on the northern end and Prospect Highway on the eastern side.

Runoff from this catchment discharges the inlet of the cross drainage culvert at approximately CH 460 comprised of a 1350 RCP which across Prospect Highway. Runoff from small portion of land located between the M4 Western Motorway westbound entry ramp and the M4 Western Motorway discharges flows across the westbound entry ramp via a 375 RCP to open channels that run towards the cross drainage structure at approximately CH 460.

The cross drainage culvert at MC10 – 460 has sufficient capacity to convey the 100 year average recurrence interval (ARI) flows.

C4 Greystanes Creek

This catchment is comprised of approximately 140 m of Prospect Highway roadway and part of the road embankment and batter located on the eastern side of the Prospect Highway. Runoff from this catchment joins the flows from catchment C3 in the vicinity of the cross drainage structure outlet at approximately CH 460.


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Catchment

ID

Catchment

System

Description

C5 Greystanes Creek

Runoff from the M4 Western Motorway westbound exit ramp discharges to a number of small sedimentation basins located on the southern side of the M4 westbound exit ramp. The catchment is comprised of approximately 50 m of roadway.

C6 Greystanes Creek

This catchment is approximately 5.9 ha in area and comprises of a large portion of the M4 Western Motorway/ Prospect Highway interchange. The interchange and the M4 Western Motorway is served by a number of drainage systems comprised of cross drainage structures, pavement drainage systems and catch drains/ open channels. These systems ultimately discharge to the M4 water quality basin located between the M4 Western Motorway and the westbound exit ramp.

The drainage systems located to the north of the M4 combine their runoff with runoff from approximately 500 m of the M4 Western Motorway eastbound carriageway at the inlet of the existing 825 RCP cross drainage culvert. The cross culvert which conveys runoff to the existing M4 basin on the southern side of the motorway.

C7 Blacktown Creek

Catchment C7 is comprised of approximately 70m of M4 eastbound exit ramp roadway. Flows from this catchment are conveyed within a SA gutter in the vicinity of the Prospect Highway. The gutter connects to an open channel that runs along the ramp towards Blacktown Creek.

C8 Blacktown Creek

C8 is comprised of an undeveloped land between the GWH and the M4 Western Motorway eastbound exit ramp. The catchment includes the section of Prospect Highway roadway between the roundabout located to the north of the M4 and to the south of the bridge over the GWH. Runoff from the roadway is captured and conveyed by a piped drainage system which discharges to an open channel at approximately CH 1120. The runoff from this catchment travels to the inlet of a 750 RCP cross drainage culvert located across the GWH.

C9 Greystanes Creek

Runoff from approximately 110 m of roadway including runoff generated within the bridge over GWH is captured by the minor piped drainage system located at the southern end of the bridge. Runoff is discharged to a catch drain located at the top of the GWH cutting on the south eastern side of the bridge. Based on as built plans for the GWH, runoff from this catchment is then discharged across the GWH in northerly direction via a 600 RCP cross drainage structure.

C10 Greystanes Creek

Runoff from C10 escapes the Prospect Highway roadway via the GWH eastbound entry ramp.



Catchment

ID

Catchment

System

Description

C11 Blacktown Creek

Runoff from approximately 120 m of the GWH eastbound exit ramp is captured by a minor piped system and discharged to an open channel on the northern side of the ramp. Runoff from this catchment joins the runoff of C8 at the outlet of the existing GWH 750 RCP cross pipe. The GWH cross pipe discharges to the inlet of the 750 RCP which forms part of the Council’s piped drainage system. The Council’s 750 RCP runs through the properties located on the northern side of the GWH eastbound exit ramp.

The drainage easement adjacent to the inlet of the 750 RCP (Council’s piped drainage system) is expected to carry catchment runoff which bypasses the underground drainage system at this location. It is believed that the area would provide some flood storage before runoff starts escaping through the back (timber) fences of the properties located near the low point. However, the flood storage available is limited as the timber fences located at the rear of the properties would allow runoff to escape through and collapse depending on the water depth building up behind them.

Hydraulic analysis indicates that the GWH cross pipe has sufficient capacity to convey the 100 year ARI storm flows.

C12 Blacktown Creek

This catchment is comprised of approximately 700 m length of the GWH and includes part of the GWH eastbound exit ramp. Runoff from this catchment is captured by the highway piped drainage system and discharges to Blacktown Creek located approximately 530m to the west of the Prospect Highway bridge.


Runoff from approximately 170 of roadway is captured by a number breaks in the SF type gutter and conveyed via chutes to a 375 RCP which forms part of the Council’s piped drainage system.

Bypass flows from this catchment contributes to catchment C15.

C14 Blacktown Creek

C14 is comprised a grassed area located adjacent to the existing Prospect Highway roadway. Runoff from this catchment discharges to inlet of Council’s piped drainage system on the western side of the road at approximately CH 1450.



A piped drainage system captures and conveys runoff from an approximately 160 m roadway within C15. The piped system also capture and conveys runoff from the grassed area located on the western side of the roadway and discharges to the Council’s piped drainage system on the eastern side of the road

Bypass flows from this catchment contributes to catchments C16 and C17.


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Catchment

ID

Catchment

System

Description

C16 Blacktown Creek

Runoff from this catchment flows overland along the western side of the roadway and turns into the Harrod Street. Runoff is then collected by the Council’s drainage system (by piped or overland systems).



Runoff from approximately 130 m of roadway and the open space on the western side of Prospect Highway discharges to minor piped drainage system located at approximately CH 1720. The piped system connects to a 375 RCP on the eastern side of the road which forms part of the Council’s piped system.

Bypass flows from this catchment contributes to catchments C18 and C19.

C18 Blacktown Creek

C18 is approximately 6.3 ha in area and is predominantly formed by residential land. The area is served by a piped drainage network system which discharges runoff to a detention basin located at the inlet of the cross drainage structure at CH 2034 comprised of a 900 RCP.

A detention basin is also located in private land at CH 2080. It should be noted that the effect of this detention basin was not considered in the current assessment as the details and dimensions were not available.

Runoff discharge across the Prospect Highway is controlled by a complex inlet structure located at the inlet of the cross drainage structure. Site inspection determined that the inlet structure is comprised of two enclosed chambers with two 150mm PVC inlet pipes as low level inlet and a rectangular approximately 900mm by 200mm high level opening located approximately 2.2m above the invert level of the low level inlet. The top of the chambers are comprised by two 1000mm by 1000mm inlet grates which allow inflows into and surcharge out of the chambers.

The Council piped drainage network connects to both sides of the inlet control structure with a 600mm diameter pipe on the southern chamber and a 450 mm diameter pipe on the northern chamber. The northern chamber is connected to the 900 RCP cross drainage culvert at MC10 – 2034 and estimated to have sufficient capacity to convey the 100 year ARI storm event flows. The southern chamber flows into the northern chamber via an approximately 300mm orifice.

The cross drainage culvert at MC10 – 2034 was estimated to have sufficient capacity to convey the 100 year ARI storm event flows.

The pedestrian underpass located at approximately CH 1980 serves as an emergency flow path during large to extreme storm events (larger than 100 year ARI) or during potential blockage of the inlet control structure.



Catchment

ID

Catchment

System

Description

C19 Blacktown Creek

C19 is approximately 6.2 ha in area is comprised predominantly of residential land. Approximately 300 m roadway and open space located adjacent to the road also form this catchment. Runoff from this catchment joins runoff from C18 (900 RCP cross drainage culvert) at the detention basin located within this vicinity.

The basin is formed by a levee on that runs along the back of the properties on the western side of the basin. Flows discharge from the basin via a 375 mm diameter pipe and Lorne Street cul de sac located on the north western end of the basin forms the basin spillway.

C20 Blacktown Creek

Catchment C20 is approximately 3.5 ha in area and formed by roadways, open space and residences. Runoff from this catchment is captured and conveyed by a minor piped drainage system that connects to the Eltham Street pipe drainage network via a drainage easement located at approximately CH 2290 on the western side of the Prospect Highway.

Runoff generated on the eastern side of the Prospect Highway and on Prospect Highway flows to the localised low point located in vicinity of the intersection of these two roads. Runoff is captured by the piped drainage system in this vicinity and conveyed across to the Eltham Street pipe drainage network.

On the western side, runoff flows along the gutter where it is captured by a number of SA1 type inlet pits and is piped to the to the Eltham Street pipe drainage network.

Runoff bypassing the existing piped drainage system flows to catchments C21 and C22.

C21 Blacktown Creek

C21 is formed by roadway catchment and the open space land at the south western corner of Lancelot Street. Runoff generated within this catchment flows overland to the west of Prospect Highway into Lancelot Street.


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Catchment

ID

Catchment

System

Description

C22 Greystanes Creek/ Blacktown Creek

C22 is approximately 1.8 ha in area and comprised of 330m roadway and residential land. Runoff from the residential land to the east of Prospect Highway and from the eastern side of Prospect Highway roadway flows along the eastern gutter towards the existing low point at approximately CH 2600. On the western side of the road, runoff flows within the SO type gutter to the low point at approximately CH 2600. It is important to note that flows bypassing the piped drainage system in catchment C20 join runoff from catchment C22.

Runoff is collected by the minor piped drainage system located in the vicinity of the low point at approximately CH 2600 and discharged east into a 450 RCP which connects into the existing Council’s pipe drainage network. It is noted that the existing 450 RCP is located within the residential land adjacent the roadway and overland flow paths is blocked by dwellings.

Flows surcharging the pipe system on the eastern side of the road are believed to impact on the residences on the eastern side of the Prospect Highway towards Greystanes Creek catchment system. This is evidenced by the number of inlet pits located within the driveway of No. 223/223A Prospect Highway property which is located immediately opposite the road low point.

On the western side of the road, the low point is located immediately opposite No. 224 Prospect Highway property. Flows exceeding the capacity of the existing drainage system are believed to escape the roadway through this property and Shelley Public School located immediately to the north and discharge to the Blacktown Creek catchment system.


Runoff from approximately 120 m of roadway runs along the road verge. Runoff then escapes the proposal corridor via Vesuvius Street where it is collected by the Council’s drainage network.

C24 Blacktown Creek

Runoff from approximately 190 m of roadway runs along the gutter on the western side of the road. Runoff then escapes the proposal corridor via Keyworth Drive where it is collected by the Council’s drainage network.



Catchment

ID

Catchment

System

Description

C25 Blacktown Creek

Catchment C25 is approximately 2.3 ha in area and comprises approximately 280 m of the Prospect Highway roadway and undeveloped Roads and Maritime owned land which lies on the eastern side of the proposal corridor. The land forms part of a road reserve corridor and is earmarked for future development of a roadway to link Prospect Highway to Leabons Lane.

Inundation of the Prospect Highway southbound shoulder approximately 55m north of the intersection with Keyworth Drive was observed during a site visit undertaken during a rainy day. A member of the community has also made this observation during the community involvement process. The inundation is believed to occur due to blockage of the inlet pit. It has also been observed during site visits that a number of pavement drainage inlet pits were silted up providing small or no capacity to capture and convey runoff.

Survey indicates that a 375 RCP cross drainage pipe at CH 3100 conveys runoff generated by the eastern part of the catchment across the proposal corridor. The existing 375 RCP cross pipe connects to a 450 RCP pipe on the western side of the proposal corridor. The 450 RCP runs through a drainage easement and connects to the Council’s pipe drainage network in the vicinity of the intersection of Beaufort Road and Hawkins Street. Survey information shows a localised low point on the eastern side of the roadway while the western side of the road shows the road is on grade allowing bypass flows to discharge to the catchment to the north (C26). It is important to note that Roads and Maritime land on the eastern side currently provides detention storage for runoff approaching the inlet of the cross drainage pipe at MC10 – 3100. The storage provided at this location attenuates the rate of flows discharging across the proposal corridor. However, the attenuation of flows provide by the storage is not sufficient to prevent surcharge during 100 year ARI storm flows. The cross drainage structure at MC10 – 3100 was estimated to have capacity to convey flow between 20 year and 50 year ARI storm event flows without surcharging.

The western part of the catchment is served by a piped drainage system which connects to the cross drainage pipe at CH 3100. Flows bypassing this system discharges to catchment C26.

C26 Blacktown Creek

Runoff from approximately 240 m of roadway (existing service road) and grassed median is conveyed overland within the western road gutter. Runoff then escapes the road corridor via Tudor Avenue where it joins the Council’s drainage network.

C27 Blacktown Creek

Runoff generated within a small area of the highway at the intersection with St Martins Crescent escapes the proposal corridor via St Martins Crescent. Runoff then flows towards Council’s drainage system.


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Catchment

ID

Catchment

System

Description

C28 Blacktown Creek

Catchment C28 is approximately 15.9 ha in area and comprises approximately 340 m of the Prospect Highway roadway, residential land located along the eastern side of the proposal corridor and an external sub-catchment discharging to existing trunk drainage on Prospect Highway via a 900 RCP adjacent to Cat Place. Stormwater runoff which exceeds the capacity of the 900 RCP will surcharge and was assumed to discharge on to Prospect Highway via a pathway adjacent to Cat Place.Further ground survey of Cat Place would be required to determine the escape route for surcharging flows and confirm the above assumption.

Runoff from this catchment is captured and conveyed by a piped drainage system that runs mostly longitudinally along the eastern side of Prospect Highway. The piped drainage system ultimately connects to Blacktown Creek in the vicinity of the Prospect Highway intersection with Leabons Lane/ Bungarribee Road.

Runoff generated within a small area of the highway northbound near the project boundary escapes the proposal corridor via the entrance of the Blacktown Mega Centre carpark.



2.3 EXISTING HYDROLOGY

2.3.1 MODELLING The DRAINS software was used to determine the existing hydrologic regime of the receiving drainage systems affected by the proposal. This assists the assessment of the potential impact the proposal will have on the existing drainage systems.

DRAINS software is suitable for performing analysis for urban drainage systems. It is a simulation program which converts rainfall patterns to runoff and routes flows through pit and pipe network systems, culverts, basins and open channels.

The initial losses of 1 mm for paved and 5 mm for grassed areas were adopted in the DRAINS model. An antecedent moisture condition of 3 was adopted. Rainfall intensities for design storms ranging between 2 and 100 year average recurrence interval (ARI) were derived using the raw rain data obtained from the Bureau of Meteorology (BoM) website for 33.80S (latitude) and 150.92E (longitude).

The catchments shown on Figures 2.1 to 2.5 were divided into a number of sub-catchments and their characteristics were entered into the models including area, paved fractions, flow path lengths, gradients and time of concentration. A catchment summary is included in Table 2-3 below.

2.3.2 MODEL RESULTS (PRE-UPGRADE) The DRAINS models were simulated for design storm events ranging between 2 and 100 year ARI. The estimated peak runoff rates at the key locations indicated on Figures 2.1 to 2.5 are presented in Table 2-3. Table 2-3 below also summarises the catchments characteristics.

It should be noted that the peak flow location ID number corresponds with its respective catchment ID number. For example, F1 relates to the peak flows generated within catchment C1 at the catchment outlet, F2 for peak flows at outlet of C2 and so on.

Table 2-3 Pre-upgrade Peak Flows

Location Location

ID

Catchment

System

Catchment

Area

(ha)

Imperviousness

(%)

Peak Flow (m3/s)

2 year

ARI

10 year

ARI

20 year

ARI

100 year

ARI

Combined overland and pipe flows at southern end of the proposal limit

F1 Greystanes Creek

1.26 67 0.25 0.39 0.46 0.55

Overland flow along Reservoir Road (east of Prospect Hwy)

F2 Greystanes Creek

0.16 75 0.03 0.05 0.06 0.07


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Location Location Catchment

System

Catchment

Area

Imperviousness Peak Flow (m3/s)

Peak flow at the inlet of cross drainage structure at MC10 - 460

F3 Greystanes Creek

13.7 22 1.69 3.12 3.68 4.69

Flows discharging to the outlet of cross drainage structure at MC10 - 460

F4 Greystanes Creek

0.76 33 1.87 3.33 3.92 5.04

Outlet of piped drainage system combining flows from M4 water quality basin and pavement drainage systems at this location

F5 Greystanes Creek

0.43 69 0.10 0.27 0.43 0.92

Inflows to M4 water quality basin

F6 Greystanes Creek

6.17 53 0.71 1.12 1.32 1.66

Overland flow down the M4 eastbound exit ramp

F7 Blacktown Creek

0.21 50 0.04 0.06 0.08 0.09

Inlet flow at cross drainage structure at GWH MX01 - 110

F8 Blacktown Creek

3.85 17 0.44 0.82 0.96 1.25

Outlet of piped drainage system discharging to catch drain at top of GWH cutting

F9 Greystanes Creek

0.15 70 0.10 0.14 0.17 0.21

Overland flow down the GWH eastbound entry ramp

F10 Greystanes Creek

0.1 100 0.01 0.02 0.02 0.03

Inlet of existing 825 RCP

F11 Blacktown Creek

1.07 24 0.61 1.09 1.27 1.65


Report Hyder Consulting Pty Ltd-ABN 76 104 48 f:\aa005690\f-reports\b - drainage\fb0001-aa005690-aar-06- final drainage investigation repo

5 289rt.docx


System

Catchment

Area


Flows discharging to Blacktown Creek at the GWH cross drainage structure (flows exclude runoff from Blacktown Creek catchment upstream of GWH)

F12 Blacktown Creek

3.42 75 0.68 1.03 1.21 1.45

Piped flow discharging to existing Council’s drainage system


0.24 100 0.02 0.02 0.02 0.02

Piped and overland flows discharging to existing Council’s drainage system

F14 Blacktown Creek

1.40 6 0.23 0.4 0.48 0.58



0.88 45 0.19 0.25 0.35 0.39

Overland flow down Harrod Street

F16 Blacktown Creek

0.085 100 0.02 0.02 0.08 0.22



0.64 57 0.11 0.16 0.19 0.22

Piped flow through cross drainage structure at MC10 - 2034

F18 Blacktown Creek

6.31 72 0.83 0.85 0.86 0.87

Inflow to existing detention basin on the western side of the Prospect Highway

F19 Blacktown Creek

6.19 49 1.07 1.31 1.44 1.73


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System

Catchment

Area


Piped and overland flows discharging to existing Council’s drainage system

F20 Blacktown Creek

3.47 64 0.62 0.87 0.92 1.01

Overland flow down Lancelot Street

F21 Blacktown Creek

0.31 68 0.08 0.12 0.14 0.16

Piped and overland flows discharging to existing Council’s drainage system to Greystanes Creek. Values between brackets represent surcharge flows escaping to Blacktown Creek

F22 Greystanes Creek/

Blacktown Creek

1.82 82 0.51 (0.01)

0.75 (0.09)

0.99

(0.12)

1.30

(0.14)

Overland flow down Vesuvius Street


0.33 86 0.09 0.13 0.15 0.17

Overland flow down Keyworth Drive

F24 Blacktown Creek

0.62 86 0.17 0.24 0.29 0.34

Piped flow from cross drainage structure at MC10 - 3100

F25 Blacktown Creek

2.31 57 0.41 0.49 0.50

0.51

Overland flow down Tudor Avenue

F26 Blacktown Creek

0.62 90 0.15 0.23 0.27 0.40

Overland flow down St Martins Crescent

F27 Blacktown Creek

0.28 90 0.01 0.02 0.02 0.03




System

Catchment

Area


Piped and overland flows discharging to Blacktown Creek. Values in brackets represent surcharge flows escaping to Blacktown Mega Centre.

F28 Blacktown Creek

16.2 71 3.01

(0.02)

4.46

(0.03)

5.27

(0.04)

6.24

(0.05)


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3 PROPOSED DRAINAGE SYSTEM 3.1 GENERAL

The proposal will involve the upgrading of the existing roadway between Reservoir Road at CH 320 and approximately 160 m south of Blacktown Road at CH 2140. From approximately CH 2140 to approximately 40m south of St Martins Crescent at CH 3420 the existing road corridor is mostly paved and the works will mainly involve the conversion of the existing service road that runs along this section of the proposal to the Prospect Highway northbound carriageway. The proposal does not cross major waterways and is unlikely to have impact on existing regional flooding conditions outside of the proposal.

The new southbound carriageway will mostly be formed by resurfacing the existing sealed sections of road within the corridor. Between CH 320 and CH 2140 a new pavement will be required to form the northbound carriageway while north of CH 2140 the northbound carriageway will mostly be formed by resurfacing of the existing sealed service road and adjustment of the grassed median. The use of the existing sealed sections of road to form the new northbound carriageway means that both the vertical and horizontal alignment of the Prospect Highway will generally follow that of the existing two-lane roadway.

There are a few locations where the roadway is in superelevation resulting in runoff draining towards the median. In general, median inlet drainage pits have small uptake capacity resulting in a large number of median inlet pits at these locations. SE type kerb provides better conveyance capacity and SE type pits better uptake capacity than SF kerb and pit types. The use of SE kerb type is recommended where the road is in superelevation to minimise the number of pits required to comply with the maximum flow width. The use of alternative proprietary products such as ACO grate drains could also be investigate at a later phase of the design.

Figures 3-1 to 3-5 show the proposed concept drainage design.

3.2 DRAINAGE DESIGN CRITERIA Table 3-1 below summarises the key design criteria which form the basis of the proposed drainage strategy.

Table 3-1 Drainage Design Criteria

Item Criteria Tender Brief Reference

Design Storm Drainage Infrastructure must be designed, as a minimum, for the ARIs specified below:

Open drains (surface drains including channels, table drains, bench drains, catch drains, contour banks, drop downs, basin inflows and basin outflows) - 5 years

Piped systems (including pits) - 10 years

Pavements - nil width of flow spread onto traffic lanes – 10 years.

Cross Drainage – 100 years

Tender Brief Clause 2.2 (3)


Report

Item Criteria Tender Brief Reference

Pavement Drainage

Runoff from ramps or turning roadways must not flow beyond the ramp or turning roadway noses and across the main carriageways for the 1 in 2 year ARI (Average Recurrence Interval) events.


The objective for the pipe network is to be self-cleansing (self-cleansing is defined as a water velocity in the pipe of 0.6m/s for the 1 in 6 month storm event)


The drainage design must separate cross drainage systems from pavement drainage systems


Cross Drainage

The design of cross drainage structures (pipes and box culverts) is to take consideration of staging issues (to ensure positive drainage at all times) and any special requirements for working in or realigning of creeks


The allowance for blockage of transverse culverts must comply with the following requirements:

For transverse culverts with hydraulic design capacity less than or equal to 600mm diameter, or 600mm height for box culverts, the culvert size must be increased to allow for 50% capacity reduction due to blockage

If availbale complay with local Council design requirements for blockage

Must consider the site specific risk of blockage of the culverts, that is, the design must consider the likelihood of partial or full blockage based on the catchment features and the consequences of partial or full blockage on the project


Aquaplaning For the 50mm/hr rainfall design event, the maximum water depths on the pavement must not be more than 4mm


Minimum pipe sizes

The design of drainage pipes and pipe systems must use pipes with a minimum 375 mm diameter for longitudinal drainage pipes and a minimum 450 mm diameter for transverse drainage pipes.


Minimum Cover

The design of drainage pipes and pipe systems must provide a minimum clearance of 300 mm from the tops of pipes and box culverts to the underside of the selected material zone (SMZ).




Page 19


3.3 AQUAPLANING CHECKS Aquaplaning checks were carried out in locations where the designed longitudinal gradients are low, areas of changing road crossfall (super transitions) and at intersection.

A standard rainfall intensity of 50mm/hr was used for the calculations as specified by the Roads and Maritime. In accordance with the assessment criteria, a location is considered to be safe if the water depth on the pavement was calculated to be less than 4mm. The calculations are summarised in the table below. Table 3-2 Aquaplaning Checks Results

Location Lane Length

m

Slope

S

m/m

Intensity

I

mm/hr

Flow Depth

d

mm

Check if

> 4mm

260 NB 39.6 0.044 50 2.0 OK

600 NB 43.1 0.039 50 2.3 OK

960 M4 Western Motorway Eastbound

Exit Ramp 29.0 0.013 50 3.2 OK

1060 NB 15.0 0.006 50 3.3 OK

1240 GWH Exit Ramp Eastbound (E ) 55.2 0.032 50 3.6 OK

1250 GWH Exit Ramp Eastbound

(W) 82.0 0.019 50 3.6 OK

1540 SB Stoddart Road Intersection 24.9 0.044 50 1.6 OK

1940 SB 32 0.014 50 3.3 OK

2200 SB 38.4 0.012 50 3.8 OK

2640 NB 35.7 0.028 50 2.4 OK

2760 NB 42.4 0.031 50 2.6 OK

2800 SB Vesuvius Street Intersection 24.8 0.044 50 1.6 OK

2860 NB Keyworth Drive Intersection 28.7 0.064 50 1.4 OK

2970 SB 33.2 0.009 50 4.0 OK

3320 SB 49.8 0.053 50 2.1 OK



The results above indicate that the water depth does not exceed the maximum allowed depth at any location.

3.4 PROPOSED CROSS DRAINAGE Four (4) cross drainage structures were identified along the corridor. Details of the existing structures are summarised in Table 2-1.

Blockage of cross drainage structures has been considered in the concept drainage design in compliance with the project brief requirements (refer to Section 3.2). The four cross drainage structures identified are located in catchments mainly comprised of residential or parkland areas. The potential of culverts to be blocked by large debris is deemed to be low.

It is proposed to extend and upgrade two of the identified cross drainage structures to provide the proposal with 100 Year ARI flood immunity. The remaining two existing culverts have adequate capacity and will be retained.

The details of the proposed changes to cross drainage structures are provided in Table 3-3.

Table 3-3 Proposed Cross Drainage Structures

Catchment

Design

Road

Chainage

(Approx)

Size/Type

(mm)

Upstream

Invert Level

(m AHD)

Downstream

Invert Level

(m AHD)

Adjacent

Road Level

(m AHD)

Proposed

Treatment

Greystanes Creek

MC10 - 460 1350 RCP1 65.32 63.86 72.41 No Change

Blacktown Creek

MX01 - 110 750 RCP1 74.55 69.57 79.52 Extension of existing culverts

MC10 - 2034 900 RCP1 64.75 63.14 70.11 No Change

MC10 - 3100 675 RCP1 59.28 59.12 61.48 Demolish and replace existing 450 RCP with new 675 RCP

1 RCP – Stands for reinforced concrete pipe.

A hydraulic assessment was undertaken to compare headwater levels upstream of the identified cross drainage structures under post upgrade conditions and existing conditions. Figures 5-1 to 5-4 included in Appendix A show flood extents upstream of the cross drainage structures in 100 Year ARI storm events.

Roads and Maritime propose to modify the existing pedestrian underpass located approximately at CH 1980 from a box culvert to a bridge. A sketch of the proposed bridge is included in Appendix C of this report. The current hydrology and hydraulic assessment indicates that the detention basin and the outlet cross drainage culvert at CH 2034 have 100 year ARI capacity and the pedestrian underpass will only operate as emergency flood route during large to extreme event (larger than 100 year ARI). Hence the modification of the pedestrian underpass is unlikely to change the flow regime in the vicinity during storm events up to 100 year ARI. Risk of flooding during construction of the bridge is also deemed to be very low.


Page 21


3.5 NEW PAVEMENT DRAINAGE SYSTEMS STRATEGY Runoff generated within the new and widened sections of the road will be captured and conveyed by new pavement drainage systems which will outfall to existing drainage systems located along the length of the road corridor. The new pavement drainage systems will be capable of capturing and conveying runoff generated during the 10 year ARI design storm events. Blockage of pit inlets and minimum pipe grade has been considered in the concept drainage design in compliance with the project brief (refer to Section 3.2). The concept drainage layout was developed based on the road design prepared by Roads and Maritime. Pit layout was determined using simple hydraulic calculations and complies with the flow width requirements in accordance with the project brief (refer to Section 3.2).

The strategy adopted for the development of the concept drainage design for the road upgrade consists of maintaining the existing drainage patterns as much as practical and minimise the redistribution of flows along the proposal corridor. The concept drainage design also ensures runoff from the proposal does not discharge into Prospect Reservoir.

Note that there are various locations where runoff from the existing road escapes the proposal corridor uncontrolled through the side streets. This is particularly valid for the section of the proposal located to the north of the GWH. With the proposal of the new pavement piped drainage systems to control runoff generated within the proposal corridor, the approach adopted consists of connecting the new piped systems to the existing Council’s piped drainage infrastructure located within these side roads. It is noted that the Council’s drainage systems are located in the vicinity of the proposal corridor in various locations and in others the connection to the Council’s systems will require longer length of pipe lines to reach these drainage systems. There are locations where the available ground survey does not cover the entire extent where drainage works is required to connect to the Council’s drainage systems located within the side streets. The capacity of Council’s drainage system has not been assessed due to insufficient information and need to be confirmed in subsequent phases of the design.

It is recommended that the developed strategy be carried from this phase into and further confirmed in the subsequent phases of the road upgrade design. Figures 3-1 to 3-5 presented in Appendix A show the layout of the proposed concept drainage design.

It is important to note that the proposed concept pavement drainage design was developed based on simple hydrologic and hydraulic calculations to determine pit locations and pipe sizes. The proposed concept drainage design will need confirmation at a later phase of the design development. Therefore, the concept drainage design layout and pipe longitudinal sections presented in Appendix B are indicative only.

The road alignment design has been revised after the concept drainage design was developed. The change in road alignment may lead to slight adjustment to both catchment boundaries and pavement drainage layout. However, the adjustment is deemed to be minor. Catchment boundaries and pavement drainage layout will need confirmation at a later phase of the design development.

3.6 IMPACT OF THE PROPOSED UPGRADE ON EXISTING DRAINAGE PATTERNS The DRAINS model used to determine peak flows under pre-upgrade conditions was modified to reflect the changes the proposed upgrade will introduce to the surface of the proposal corridor. The new pavement drainage systems links within the DRAINS model were also altered



to reflect changes that will occur in drainage patterns as a result of the installation of new cross and pavement drainage systems along the length of the road upgrade.

The proposed concept drainage design presented on Figures 3-1 to 3-5 forms the basis for the assessment of the potential impact of the road upgrade on the existing drainage patterns.

Table 3-4 in the next page provides an overview of the impacts the proposed road upgrade will have on the existing peak flows at the outfall locations. The table shows the comparison of peak flows under pre-upgrade and post-upgrade conditions at the outfall locations and highlights the locations where peak flows are expected to increase. Refer to the Figures 2-1 to 2-5 and Figures 3-1 to 3-5 in Appendix A for outfall locations.


Page 23


Table 3-4 Peak Flow Impact Summary

Outfall ID

2 year ARI 10 year ARI 20 year ARI 100 year ARI

Pre Upgrade

Post Upgrade

Difference Pre

Upgrade Post

Upgrade Difference

Pre Upgrade

Post Upgrade

Difference Pre

Upgrade Post

Upgrade Difference

(m3/s) (m3/s) (m3/s) (%) (m3/s) (m3/s) (m3/s) (%) (m3/s) (m3/s) (m3/s) (%) (m3/s) (m3/s) (m3/s) (%)

F1 0.25 0.24 -0.01 -4.0% 0.39 0.37 -0.02 -5.1% 0.46 0.43 -0.03 -6.5% 0.55 0.53 -0.02 -3.6%

F2 0.03 0.04 0.01 33.3% 0.05 0.06 0.01 20.0% 0.06 0.07 0.01 16.7% 0.07 0.09 0.02 28.6%

F3 1.69 1.71 0.02 1.2% 3.12 3.12 0.00 0.0% 3.68 3.66 -0.02 -0.5% 4.69 4.68 -0.01 -0.2%

F4 1.87 1.96 0.09 4.8% 3.33 3.39 0.06 1.8% 3.92 4.1 0.18 4.6% 5.04 5.2 0.16 3.2%

F5 0.10 0.06 -0.04 -40.0% 0.27 0.26 -0.01 -3.7% 0.43 0.43 0.00 0.0% 0.92 0.89 -0.03 -3.3%

F6 0.71 0.68 -0.03 -4.2% 1.12 1.08 -0.04 -3.6% 1.32 1.27 -0.05 -3.8% 1.66 1.61 -0.05 -3.0%

F7 0.04 0.04 0.00 0.0% 0.06 0.07 0.01 16.7% 0.08 0.08 0.00 0.0% 0.09 0.1 0.01 11.1%

F8 0.44 0.45 0.01 2.3% 0.82 0.81 -0.01 -1.2% 0.96 0.96 0.00 0.0% 1.25 1.23 -0.02 -1.6%

F9 0.10 0.08 -0.02 -20.0% 0.14 0.12 -0.02 -14.3% 0.17 0.14 -0.03 -17.6% 0.21 0.18 -0.03 -14.3%

F10 0.01 0.01 0 0% 0.02 0.02 0 0% 0.02 0.02 0 0% 0.03 0.03 0 0%

F11 0.61 0.58 -0.03 -4.9% 1.09 1.00 -0.09 -8.3% 1.27 1.18 -0.09 -7.1% 1.65 1.50 -0.15 -9.1%

F12 0.568 0.72 0.04 5.9% 1.03 1.10 0.07 6.8% 1.21 1.28 0.07 5.8% 1.45 1.56 0.11 7.6%

F13 0.02 0.07 0.05 250.0% 0.02 0.1 0.08 400.0% 0.02 0.11 0.09 450.0% 0.02 0.13 0.11 550.0%

F14 0.23 0.26 0.03 13.0% 0.4 0.41 0.01 2.5% 0.48 0.48 0.00 0.0% 0.58 0.57 -0.01 -1.7%

F15 0.19 0.26 0.07 36.8% 0.25 0.4 0.15 60.0% 0.35 0.43 0.08 22.9% 0.39 0.47 0.08 20.5%

F16 0.02 0.02 0.00 0.0% 0.02 0.02 0.00 0.0% 0.08 0.08 0.00 0.0% 0.22 0.12 -0.10 -45.5%

F17 0.11 0.1 -0.01 -9.1% 0.16 0.15 -0.01 -6.3% 0.19 0.17 -0.02 -10.5% 0.22 0.21 -0.01 -4.5%

F18 0.83 0.83 0 0% 0.85 0.85 0 0% 0.86 0.86 0 0% 0.87 0.87 0 0%

F19 1.07 1.23 0.16 14.95% 1.31 1.47 0.16 12.2% 1.44 1.62 0.18 12.5% 1.73 1.86 0.13 7.51%

F20 0.62 0.69 0.07 11.3% 0.87 1.02 0.15 17.2% 0.92 1.09 0.17 18.5% 1.01 1.18 0.17 16.8%

F21 0.08 0.08 0 0% 0.12 0.12 0.00 0.0% 0.14 0.14 0.00 0.0% 0.16 0.16 0.00 0.0%

F22* 0.51 (0.01)

0.21 (0)

-0.30 (-0.01)

-58.8% (-100%)

0.75 (0.09)

0.33 (0.05)

-0.42 (-0.04)

-56% (-44.4%)

0.99 (0.12)

0.65 (0.07)

-0.34 (-0.05)

-34.3% (-41.7%)

1.30 (0.14)

1.01 (0.08)

-0.29 (-0.06)

-22.3% (-42.9%)

F23 0.09 0.15 0.06 66.7% 0.13 0.50 0.36 285% 0.15 0.56 0.41 273.3% 0.18 0.64 0.46 256%

F24 0.17 0.13 -0.04 -23.5% 0.24 0.18 -0.06 -25.0% 0.29 0.22 -0.07 -24.1% 0.34 0.27 -0.07 -20.6%

F25 0.41 0.34 -0.07 -17.1% 0.49 0.41 -0.08 -16.3% 0.50 0.46 -0.04 -8.0% 0.51 0.52 0.01 2.0%

F26 0.15 0.23 0.08 53% 0.23 0.49 0.26 113% 0.27 0.62 0.35 130% 0.39 0.78 0.39 100%

F27 0.01 0.01 0.00 0% 0.02 0.01 -0.01 -50.0% 0.02 0.02 0.00 0.0% 0.03 0.02 -0.01 -33.3%

F28 3.01 3.31 0.30 10.0% 4.46 4.66 0.20 4.5% 5.27 5.20 -0.06 -1.1% 6.24 6.38 0.14 2.2%

Peak flow unchanged or reduced under post-upgrade. Peak flow increased under post-upgrade.

* Values in ( ) represent the flows escaping the system to the west via the Shelley Public School grounds.


Report Hyder Consulting Pty Ltd-ABN 76 104 485 289

f:\aa005690\f-reports\b - drainage\fb0001-aa005690-aar-06- final drainage investigation report.docx

A brief discussion on the expected changes and impacts on the existing drainage patterns are provided Table 3-5 below.

Table 3-5 Discussion on Impacts of the Proposal

Outfall

ID

Catchment

System

Description

F1

Greystanes Creek

The outflows at this location would be expected to reduce slightly as a result of the works associated with the proposed upgrade. The changes to Reservoir Road intersection and the proposed drainage system for this road will result in better control of runoff reducing bypass flows currently entering Reconciliation Road.

F2

Greystanes Creek

A minor increase in peak flow rate is expected due to small changes to the catchment size at the intersection of Prospect Highway and Reservoir Road. The increase is minor and is unlikely to cause adverse impact on the downstream drainage patterns.

F3

Greystanes Creek

The flows arriving at the inlet of the cross drainage structure at MC10 – 460 are expected to remain similar to the existing peak flows. The minor changes to this catchment do not have substantial impact on peak flows.

F4

Greystanes Creek

A minor increase in peak flows are expected at the outlet of cross drainage structure at MC10 – 460 due to the increase of roadway catchment discharging runoff to this location. The increase is unlikely to have substantial effect on the downstream drainage patterns.

F5 Greystanes Creek

The peak flows from C5 are expected to have a small reduction in peak flow rates due to a minor redistribution of runoff.

F6 Greystanes Creek

The peak flows from C6 are expected to have a small reduction in peak flow rates due to a minor redistribution of runoff.

F7 Blacktown Creek

A minor change to this catchment will result in negligible changes to peak runoff at the outfall.

F8

Blacktown Creek

The peak flow rates for catchment C8 are expected to remain largely the same as changes associated with the proposed upgrade will have insignificant impact on the peak flows.

F9

Greystanes Creek

The peak flow rates for catchment C9 are expected to reduce as flows bypassing the existing drainage system serving catchment C8 enter this catchment under pre-upgrade conditions. It is noted that an existing F type barrier prevents runoff from C8 from flowing to the west and re-direct the runoff to C9. The new pavement drainage system will control runoff within catchment C8 and will reduce the bypass flows arriving at the outfall of C9.


Peak flow rates are expected to remain as per pre-upgrade conditions.


Page 25


Outfall

ID

Catchment

System

Description

F11

Blacktown Creek

A small reduction in peak flow rates is expected due to a minor redistribution of runoff currently discharging to this location. The minor redistribution is related to the proposed GWH two-way ramp works. The ramp will be located in an area that currently discharges to this outfall while under post-conditions the ramp will drain to the system that discharges directly into Blacktown Creek.

The storage provided by the drainage easement has been reduced slightly due to the proposal. Reduction of storage does not have an adverse impact on flood level due to the reduction of flow rates discharging to this location. Refer to Figure 5-2 for pre and post upgrade flood extents during 100 Year ARI flood.

F12

Blacktown Creek

Minor changes introduced within catchment C11 will result in an increased area contributing with runoff to this outfall. This is largely due to the changes introduced by the proposal to the existing GWH ramp. This catchment discharges directly to Blacktown Creek at the downstream side of the GWH crossing. While peak flows discharging to Blacktown Creek north of the GWH will be increased for all storm design storms analysed, the net effect of the proposed road upgrade is considered minor in terms of changes to the total peak flow in the creek. The change is not substantial in terms of total flows and does not warrant the requirement for the provision of detention storage to mitigate the impacts.

F13

Greystanes Creek

Analysis of the existing drainage system serving this catchment indicates that the system is inefficient and flows bypass the system towards C15. The new pavement drainage system will be more efficient at capturing road runoff and therefore it will reduce the amount flows escaping this catchment and increase peak flow rates at the outfall. It is important to note that the proposed drainage system will connect to the existing Council pipe system at about CH 1450. This pipe system has not been located by the available survey. Assessment of the system indicates that the pipe has sufficient capacity to accommodate for the additional flows at the location of the outfall.

F14 Blacktown Creek

The increase in peak flows at the outfall of C14 is considered minor and unlikely to have substantial effect on downstream systems.

F15

Greystanes Creek

Analysis of the existing drainage system serving this catchment indicates that the system is inefficient and flows bypass the system towards C17. In addition, a small redistribution of flows will be introduced by the proposed upgrade resulting in a small reduction of catchment C17. Both C15 and C17 discharge to the same piped drainage network. Due to the magnitude of flows, the small increase is unlikely to have substantial impact on existing drainage systems and patterns.

F16 Blacktown Creek

A small reduction in peak flow rates is expected due to a minor redistribution of runoff currently discharging to this location.


The peak flows at this location is expected to reduce due to a small change to the catchment discharging to this outfall.



Outfall

ID

Catchment

System

Description

F18

Blacktown Creek

This catchment discharges to a Council detention storage area. The proposed drainage system will not introduce peak flow changes entering this storage area. No substantial changes are expected for this location.

It is important to note that the proposal does not impact on the existing detention storage basin. Modification of the existing pedestrian underpass within this area will not change flow regime during storm up to 100 year ARI.

F19

Blacktown Creek

A small increase in peak flows is expected at this location largely due to the increase in paved surface within the catchment. The proposed drainage system will discharge to a Council detention storage area located at about CH 2040. Given the sensitivity of this location and potential impacts of additional flows discharging to the detention storage, it is recommended additional storage is provided to mitigate the potential impacts. A preliminary estimate indicates that 300 m3 is required storage to accommodate for the increase in peak flows. The additional storage can be easily accommodated within the existing detention storage area. A preliminary sketch of the earthworks and extent of the works is provided in Appendix B. It should be noted that the preliminary design of the earthworks assumed a 4H:1V batters for easy maintenance (i.e. mowing) of the area.

F20

Blacktown Creek

Analysis of the existing drainage systems within C20 indicates that flows bypass the drainage system within this catchment towards C22. The proposed drainage system will be more efficient at capturing runoff and will reduce bypass flows resulting in increase of peak flows at the outlet of this catchment.

F21 Blacktown Creek

Peak flows will remain largely the same under post-upgrade conditions.

F22

Greystanes Creek/ Blacktown Creek

The total peak flows discharging from this catchment is expected to substantially reduce. The outfall is located within a low point and existing piped drainage system does not have sufficient capacity to convey the design flows for most design storm events (refer discussion in Section 2.2). A surcharge system is proposed by concept drainage design to re-direct surcharge flows through Vesuvius Street. The surcharge system will be comprised of a two chamber drainage pit located at the low point. The low flows will discharge to the existing pipe system located at the low point while excess flows will surcharge into the second chamber connected to a drainage pipe that will run along Prospect Highway and connect to the Vesuvius Street drainage system. This arrangement will reduce nuisance flooding at the property located opposite the low point (No. 223/223A Prospect Highway).


Page 27


Outfall

ID

Catchment

System

Description

F23

Greystanes Creek

Additional flows will enter C23 from C22 as part of the proposed concept drainage design and result in substantial increase in peak flows entering Vesuvius Street from Prospect Highway. However, it should be noted that the re-directed flows would end up in Vesuvius Street via Everest Street under the pre-upgrade conditions and flow to the drainage system located within the low point in Vesuvius Street (opposite No. 15 Vesuvius Street). A simple analysis of the total flows discharging to the low point in Vesuvius Street indicates that the proposed arrangement will not have substantial impact on the total peak flows at this location. It is recommended, however, that further analysis is undertaken to confirm this finding and confirm that the proposal in this vicinity does not adversely impact on the surroundings.

F24 Blacktown Creek

The peak flows at this location is expected to reduce due to a small change to the catchment discharging to this outfall.

F25

Blacktown Creek

Minor changes to peak discharges are expected as part of the proposal. The changes are unlikely to result in adverse impact on the existing drainage patterns downstream of the outfall.

F26

Blacktown Creek

The total flows discharging at the outfall of C26 accounts for the surcharge/bypass flows from C25. Peak flows are expected to increase as the current detention storage provided within Roads and Maritime land (marked as future road corridor land) on the eastern side of the Prospect Highway at CH 3100 will be removed and result in increased bypass flows from C25 discharging to C26. The removal of this storage is mainly responsible for the increased flows discharging via Tudor Avenue to Blacktown Creek. Roads and Maritime has advised that no storage should be accommodated within the future corridor land.

F27 Blacktown Creek

Peak flows will remain largely the same under post-upgrade conditions.

F28

Blacktown Creek

A small redistribution of flows will result in an increase of peak flows will discharging this catchment. Additional flows will generally be contained within the roadway and discharge to Blacktown Creek located about 300m north of the limits of works.



3.7 RECOMMEDED DRAINAGE STRATEGY The recommended drainage strategy discussed below is based on the concept drainage design presented in Figures 3-1 to 3-5. This section should be read in conjunction with these figures.

The recommendations provided below were developed based on available and current information. They are deemed correct for this stage of the design. However, it is important to note that the recommendations should be confirmed in the subsequent phases of the design as more information becomes available and the design of the proposal changes and progresses.

Catchment C1

Construct new pavement drainage lines along western kerbline of Reconciliation Road and connect to the existing pavement drainage system.

Demolish and remove a short section of existing piped drainage system serving median of Reconciliation Road in the vicinity of the intersection with Reservoir Road and replace with new pavement drainage line to suit the proposed works.

Construct new catch drain along the western edge of Reconciliation Road proposed works to replace existing catch drain running through this section which will be impacted by proposal.

Catchment C2

No drainage works is proposed within this catchment other than adjusts to kerbline to connect to existing kerbline and drainage channels in Reservoir Road (East) and Thornley Road.

Catchment C3

Construct new pavement drainage system along northern kerbline of Reservoir Road and western kerbline of Prospect Highway between CH 330 and CH 420 and between CH 460 and CH670. Connect new pavement drainage system to inlet of the existing 1350 mm diameter cross drainage culvert at CH 460.

Construct new pavement drainage system along western kerbline of Prospect Highway between CH 700 and CH 810. An open drain is proposed along the back of the shared path to intercept and convey flows from cutting and to avoid an excessive number inlet pits along the kerbline. It will also prevent runoff from flowing across shared path. It is recommended that shared path is graded to the proposed open drain.

Connect existing catch drain to new pavement drainage system at about CH 810.

Demolish and remove existing 375 mm diameter pipe across M4 Western Motorway westbound entry ramp replace with a new 450 mm diameter pipe.

Catchment C4

Construct new pavement drainage system along eastern kerbline of Prospect Highway between CH 360 and CH 620. New pavement drainage system is to discharge to eastern side of Prospect Highway in the vicinity of the outlet of existing 1350mm diameter cross drainage culvert at CH 460.

Retain existing pavement drainage system located eastern kerbline of Prospect Highway between CH 620 and CH 720.


Page 29


Catchment C5

Retain existing pavement drainage system located along southern kerbline of M4 Western Motorway westbound exit ramp.

Construct new pavement drainage system to serve proposed traffic island and connect to existing drainage system.

Catchment C6

Construct new pavement drainage system on the eastern kerbline of Prospect Highway at around CH 760 and connect to existing M4 Western Motorway detention basin.

Retain existing drainage system in the vicinity of CH 870.

Demolish and remove existing drainage system between CH 880 and CH 980 and replace with new pavement drainage systems along both western and eastern kerblines. Connect new pavement drainage systems to existing open channel located along eastern side of the Prospect Highway.

Catchment C7

No drainage works is proposed within this catchment other than adjusts to kerbline to connect to existing kerbline gutter within M4 eastbound offramp.

Catchment C8

Demolish and remove existing drainage system between CH 1020 and CH 1120 and replace with new pavement drainage system along western kerbline. Connect new pavement drainage system to existing open channel on the western side of Prospect Highway running to existing GWH 750 mm diameter cross drainage pipe.

Catchment C9

Construct new pavement drainage system along eastern kerbline and connect new drainage system to existing open channel located on eastern side of the existing bridge over the Great Western Highway.

Catchment C10

No drainage works is proposed within this catchment other than adjusts to kerbline to connect to existing kerbline and gutter within GWH eastbound entry ramp.

Catchment C11

Extend existing 750 mm diameter pipe to suit proposed GWH two-way ramp. Refer to Table 3-3

Construct new pavement drainage system and connect to existing drainage system located on the northern side of proposed GWH two-way ramp.

Catchment C12

Construct new inlet pit within the GWH median and connect to existing drainage system.

Demolish and remove existing GWH eastbound carriageway and exit ramp drainage system within this vicinity and replace with new pavement drainage system. Connect existing drainage system serving GWH westbound carriageway and median to new pavement drainage system.



Connect new pavement drainage system to a new open drain to run along the northern side of the GWH towards Blacktown Creek.

Catchment C13

Construct pavement drainage system along eastern kerbline of Prospect Highway and connect to existing piped drainage system located at around CH 1450.

Catchment C14

Construct a new open drain along western edge of proposed works. Discharge is to be collected by new drainage system (median pits and 375mm diameter pipe and connect to existing piped drainage system.

Construct pavement drainage systems along western kerbline of Prospect Highway and connect to new open drain.

Catchment C15

Construct new pavement drainage systems along both western and eastern kerblines of Prospect Highway between CH 1460 and CH 1660.

Connect new pavement drainage systems to existing piped drainage system located on eastern side of Prospect Highway at around CH 1620.

Catchment C16

No drainage works is proposed within this catchment other than adjusts to kerbline to connect to existing kerbline within Harrod Street.

Catchment C17

Demolish and remove existing piped drainage system and replace with new pavement drainage systems along both western and eastern kerblines of Prospect Highway between CH 1680 and CH 1720.

Construct new catch drain along the western edge of the roadway between CH 1700 and 1790 and connect to new pavement drainage system.

Catchment C18

Retain the existing detention basin on the eastern side of Prospect Highway. Blacktown City Council has advised that the parcel of land adjacent to the basin is used as a privately operated on-site detention basin. No additional information is available to confirm its availability or performance as an overflow basin

Modification of earthworks to detention basin on the western side of Prospect Highway to provide additional stormwater storage of approximately 300 m3.

Retain existing cross drainage and piped drainage systems within this catchment.

Construct new pavement drainage system along eastern kerbline of Prospect Highway between CH 1740 and CH 1960 and connect to existing underground drainage system located to the north of existing pedestrian underpass at CH 1980. The connection pass the existing pedestrian underpass is to avoid potential surcharge to flow into the underpass.

Catchment C19


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Construct a new open drain along western edge of roadway between CH 1990 and CH 2100 and connect to existing Council detention basin in this vicinity.

Construct new pavement drainage systems along eastern and median kerblines of Prospect Highway between CH 1720 and CH 2110 and connect to new open drain.

Construct new earthworks within existing detention basin to provide an additional storage of around 300 m3 to accommodate additional runoff discharging to this basin.

Catchment C20

Retain existing piped drainage system located within the vicinity of CH 2300 Prospect Highway.

Construct a new pavement drainage system along western, median and eastern kerblines of Prospect Highway and connect to existing piped drainage system at around CH 2280.

Catchment C21

No drainage works is proposed within this catchment.

Catchment C22

Demolish and remove existing piped drainage system and replace with new pavement drainage systems along both western and eastern kerblines of Prospect Highway between CH 2500 and CH 2600.

Construct a new surcharge pit system at low point at around CH 2600 to convey surcharge flows in excess of the 10 year ARI design storm event to catchment C23. Connect surcharge pit system to new pavement drainage system to serve C23.

Catchment C23

Construct new pavement drainage systems along both eastern and median kerblines of Prospect Highway between CH 2600 and CH 2800.

Connect new pavement drainage system to existing drainage system at Vesuvius Street near intersection with Everest Street.

Undertake further assessment accounting for existing Council’s piped drainage network located within residential catchment discharging to low point in Vesuvius Street to confirm the effects of the proposal on the existing drainage patterns within this vicinity.

Catchment C24

Construct new pavement drainage systems along western kerbline of Prospect Highway between CH 2780 and CH 2860.

Connect new pavement drainage system to existing drainage system at Keyworth Drive near intersection with Beaufort Road.

Catchment C25

Replace existing cross drainage system at CH 3100 with a new 675 mm diameter pipe and connect to existing drainage system on the western side of Prospect Highway. Refer to Table 3-3

Replace existing piped drainage system and replace with new pavement drainage systems along eastern, western and median kerblines of Prospect Highway between CH 2840 and CH 3140.



Connect new pavement drainage systems to proposed cross drainage pipe at CH 3100.

Construct a new surcharge pit system on the western kerb of Prospect Highway at around CH 3100 to convey surcharge flows in excess of the 10 year ARI design storm event to catchment C26. Connect surcharge pit system to new pavement drainage system to serve C26. New pavement drainage system is sized to limit surcharge flow on Prospect Highway in storm events greater than 10 year ARI. The drainage line linking the surcharge pit to Tudor Ave was sized to limit the flow widths within the road shoulder for up to 100 year ARI.

Catchment C26

Construct a new pavement drainage system western kerbline of Prospect Highway between CH 3100 and CH 3320.

Connect new pavement drainage system to existing drainage system at Tudor Avenue near intersection with Beaufort Road.

Undertake further assessment to confirm the capacity of the existing drainage systems and to confirm the effects of the proposal on the existing drainage patterns within this vicinity.

Catchment C27

No drainage works is proposed within this catchment.

Catchment C28

Construct new pavement drainage system along eastern kerbline of Prospect Highway.

Demolish and remove a short section of existing piped drainage system across Roger Place roadway and replace with new pavement drainage line.

Construct new pavement drainage lines along eastern and median kerblines between CH 3240 and CH 3460.

Upgrade existing pavement drainage system along eastern kerblines between CH 3460 and CH 3600.

Upgrade existing pavement drainage from 1050 mm diameter pipe to twin 1200 mm diameter pipes from CH 3600 and continues to discharge into Blacktown Creek

Construct new inlets and 1050 mm diameter pipe at Cat Place and connect to new pavement drainage line to minimise overland runoff from Cat Place. The new 1050 diameter pipe is to follow the existing pathway (at CH 3600) between Cat Place and the Prospect Highway. Further survey information of Cat Place and the pathway is required to confirm this proposed strategy.


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4 EROSION AND SEDIMENT CONTROL Water quality in downstream drainage lines and watercourses is expected to be impacted upon during the construction phase of this proposed upgrade. To mitigate these impacts, a strategy was developed involving appropriate measures.

A layout of the recommended erosion and sediment control strategy is provided in Figures 4-1 to 4-5.

The likelihood for erosion and sediment mobilisation during construction has been considered at various locations within the construction corridor throughout the section of upgrade. This erosion and the associated potential for sediment to be transported to downstream watercourses have been addressed in the development of this strategy.

It is recommended that this proposed strategy be used in the preparation of the Soil and Water Management Plan required as part of the final design. However it is important to note that the final requirements for erosion and sediment control during the construction process will be affected by the final design of the upgrade works and involves consideration of proposed construction methods and staging practices which are yet to be finalised.

This strategy has been developed based on design guidelines set out in the Soils and Construction – Managing Urban Stormwater, Volume 1 (Landcom, 2004) , also known as the ‘Blue Book’.

In the development of the erosion and sediment control strategy, it has been assumed that local erosion and control measures during construction will be sufficient for the sections of the upgrade where the existing road corridor is mostly paved and the works will mainly involve the conversion of the existing roadway to form the southbound carriageway and where the conversion of the existing service roads north of Lancelot Street will form the northbound carriageway.

4.1 KEY ELEMENTS OF PROPOSED STRATEGY Effective erosion and sediment control primarily aims to minimise erosion and then capture and remove sediment from disturbed areas where erosion is unavoidable.

In addition to sediment capture measures presented as part of this proposed strategy, erosion control methods need to be incorporated into the development of the Soil and Water Management Plan.

Local erosion and sediment control measures

In assessing the appropriate measures to be taken at various locations along the upgrade, the Blue Book was consulted and the Revised Universal Soil Loss Equation (RUSLE) was applied in determining whether or not sediment retention basins were required. In locations where soil loss calculated using the RUSLE was over 150 m3/yr, sediment retention basins were required by the Blue Book.

A proposed construction staging plan was prepared by Roads and Maritime and was used to determine the extent of the disturbed catchments and identify the potential locations for sediment retention basins.

The table below shows the parameters that remained constant in the application of the RUSLE for each catchment in the upgrade.



Table 4-6 Constant Parameters (RUSLE)

Parameter Value Comment

Rainfall Intensity for 2 year ARI, 6 hour duration design storm

10.6mm/hr From IFD Data provided for Prospect Region

Rainfall Erosivity Factor (R) 2450

Calculated using Equation 2 in Appendix A2 of Blue Book, based on 2 year ARI, 6 hour design duration storm

Sediment Type D Blacktown Soil Landscape

Soil Erodibility Factor (K) 0.038 Table C20 from Appendix C in Blue Book

Erosion Control Practice Factor (P)

1.3

Representative of compacted and smooth surface conditions on site. Taken from Table A2 in Appendix A of Blue Book

Cover Factor (C) 1.0 Representative of bare earth conditions on site

The table below shows the derivation of Annual Average Soil Loss for the sections along the proposal corridor likely to be disturbed by the proposed works. There are a couple of locations where sediment loads were estimated to just below 150 m3/yr. These are located at around CH 700 and CH 1540. At this stage of the design, sediment basins are not required at these locations but these should be reviewed depending on the final design of the proposed works and construction methods and staging. It is assumed that local sediment control measures will suffice at all locations.

Table 4-2 Approximate Annual Average Soil Loss

Erosion Control Area

(ECA) Site area Disturbed catchment

area (ha)

Estimated Soil Loss

(ESL)

(m3/yr)

ECA1 CH 160 - CH 310 W 0.345 49

ECA2 CH 350 – CH 700 W 0.378 12

ECA3 CH 710 – CH 820 W 0.368 148

ECA4 CH 860 – CH 940 W 0.167 46

ECA5 CH 940 – CH 960 W 0.027 1

ECA6 CH 1010 - CH 1160 W 0.359 49


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Erosion Control Area

(ECA) Site area Disturbed catchment

area (ha)

Estimated Soil Loss

(ESL)

(m3/yr)

ECA7 CH 1190 (GWH median – 1)

0.151 3

ECA8 CH 1190 (GWH median – 2)

0.303 8

ECA9 CH 1220 – CH 1260 W 0.054 9

ECA10 CH 1230 (GWH ramp - 1)

0.218 58

ECA11 CH1230 (GWH ramp - 2)

0.328 29

ECA12 CH 1230 (GWH ramp - 3)

0.408 63

ECA13 CH 1230 – CH 1580 W 0.613 146

ECA14 CH 1580 – CH 1660 W 0.152 3

ECA15 CH 1690 – CH 1715 W 0.025 1

ECA16 CH 1715 – CH 1810 W 0.127 7

ECA17 CH 1810 – CH 1970 W 0.288 40

ECA18 CH 1970 – CH 2030 W 0.096 21

ECA19 CH 2030 - CH2300 0.359 101



5 CONSTRUCTABILITY Key constructability issues identified during development of the concept drainage design include the following:

Construction of new pavement drainage on existing road corridor. Design needs to take consideration of minimising interference to existing traffic flow on Prospect Highway and providing construction staging to construct the new pavement drainage as safe as possible for all concerned.

Construction of new pavement drainage near existing utilities corridor. Utilities survey is incomplete and elevations of certain utilities are missing. Check for clashes between new pavement drainage and existing utilities have been undertaken using available information only. Further survey information is required for levels of existing utilities. The design needs to take considerations of avoiding clashes with utilities and consider the proposed relocation of the utilities.

Trenching for the construction of stormwater drainage lines in the vicinity of the telegraph poles will need to consider the support of the poles.

Upgrade of pavement drainage near the intersection of Prospect Highway and Bungarribee Road. This includes construction of twin 1200mm diameter pipes within limited space to avoid clash with utilities. The design needs to take consideration of minimising relocation of utilities and avoiding clashes with utilities. The relocation of the existing underground electrical cables cannot be avoided and will need to be undertaken to make space/ avoid clash with the proposed twin 1200 mm diameter pipes.

Further to the above, Roads and Maritime has undertaken a constructability workshop in August 2013. The details of the workshop were documented in the Constructability Review Report prepared by Roads and Maritime.


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6 OUTSTANDING ISSUES Results of additional survey of utilities which have insufficient 3d information to confirm

pavement drainage systems are not clashing with utilities

Further information on Council’s drainage system to undertake hydraulic capacity assessment. This is required where proposed drainage work is required to connect to the Council drainage system.

Further survey information of Cat Place and adjacent pathway to confirm proposed drainage strategy in this area.

7 SUMMARY A drainage investigation was undertaken to determine the existing drainage patterns within the proposal’s corridor and to determine the impacts the upgrade of the Prospect Highway will have on these drainage patterns. The pre-upgrade peak flows were estimated at locations where runoff outfalls along the road corridor. The estimated pre-upgrade peak flows also provided a basis for comparison with the peak discharges from the road corridor under post-upgrade conditions. Figures 2-1 to 2-5 show the pre-upgrade catchment plan used for the assessment of existing conditions peak flows.

The proposed concept drainage design presented on Figures 3-1 to 3-5 forms the basis for the assessment to determine peak flows under post-upgrade conditions. The post-upgrade peak flows were compared with the pre-upgrade flows to identify the locations where the proposed upgrade will impact on the existing drainage patterns. The table under Section 3.4 of this report presents the results of this analysis. The assessment determined that the proposal will introduce changes to the existing drainage patterns at numerous locations. Measures are proposed for locations where the changes were considered significant to minimise the effect of the proposal on the drainage patterns. The proposed strategy and findings of current assessment will need to be confirmed as the design of the upgrade progresses in the next phases.

The concept drainage design proposes to connect the new pavement drainage systems to Council’s drainage systems located within the side roads. The capacity of these systems will need to be confirmed at a later phase of the proposal.



8 GLOSSARY Annual Average Soil Loss The average amount of soil lost in a location per year. Antecedent Moisture Condition The word antecedent simply means ‘preceding’ and so the AMC refers to the relative wetness or dryness of a drainage basin before a rainfall event or other leading to water flow through the area. Aquaplaning Aquaplaning by the tyres of a vehicle occurs when a layer of water builds between the wheels of the vehicle and the road surface which leads to a loss of traction and of control. Traction is still diminished even without aquaplaning in wet conditions. Australian Height Datum (AHD) A common national surface level datum approximately corresponding to mean sea level. Average Recurrence Interval (ARI) The long-term average number of years between the occurrence of a flood as big as, or larger than, the selected event. For example, floods with a discharge as great as, or greater than, the 20 year ARI flood event will occur on average once every 20 years. Cadastre, cadastral base Information in map or digital form showing the extent and usage of land, including streets, lot boundaries, water courses etc. Batter A slope, as of the outer face of a wall, that recedes from bottom to top. Basin A storage site (such as a small reservoir) that delays the flow of water downstream Cadastral information A map or survey showing or recording property boundaries, subdivision lines, buildings, and related details. Catchment The area draining to a site. It always relates to a particular location and may include the catchments of tributary streams as well as the main stream. Cross drainage A cross drainage work is a structure carrying the discharge from one stream across another that intercepts it Cross fall The transverse sloping of a roadway toward the shoulder or gutter on either side Cross pipe A pipe that provides a convergence or cross over between two other pipes. Culvert A culvert is a structure that allows water to flow under a road, railroad, trail, or similar obstruction.


Page 39


Design storm/flood A significant event to be considered in the design process; various works within the floodplain may have different design events. e.g. some roads may be designed to be overtopped in the 1 in 1 year ARI. Discharge The rate of flow of water measured in terms of volume over time. It is to be distinguished from the speed or velocity of flow, which is a measure of how fast the water is moving rather than how much is moving. Drainage easement A drainage easement is a legal addition to a property deed that allows a certain party to access part of a property for drainage Embankment In transportation, a raised bank to carry a road, railway, or canal across a low-lying or wet area Hydraulics The term given to the study of water flow in a river, channel or pipe, in particular, the evaluation of flow parameters such as stage and velocity. Hydrology The term given to the study of the rainfall and runoff process as it relates to the derivation of hydrographs for given floods. Inflow Something, such as a liquid or gas, that flows in Inundation From inundate, To cover with water, especially flloodwaters. Invert The bottom of the inside of a pipe. Low point The point of lowest elevation above AHD On grade At ground level. Supported directly on the ground. Mathematical/computer models The mathematical representation of the physical processes involved in runoff and stream flow. These models are often run on computers due to the complexity of the mathematical relationships. In this report, the models referred to are mainly involved with rainfall, runoff, pipe and overland stream flow. Peak discharge The maximum discharge occurring during a storm/flood event. RCP Reinforced Concrete Pipe RCBC Reinforced Concrete Box Culvert



Runoff The amount of rainfall that actually ends up as stream or pipe flow, also known as rainfall excess. RSG Pits Raised Steel Grate Pit. Refer To RMS Model Drawing MD.R11.B37.A.2 SA1 Pits Gully Pit Type SA. Refer to RMS Model Drawing MD.R11.B02.A.1 SA2 Pits Gully Pit Type SA. Refer to RMS Model Drawing MD.R11.B02.A.1 SE Pits Gully Pit Type SE. Refer to RMS Model Drawing MD.R11.B06.A.1 SO Pits Gully Pit Type SO1 and SO2. Refer to RMS Model Drawing MD.R11.B21.A.1 and MD.R11.B22.A.1 Sediment mobilisation The movement of loose soils and sediments Spillway A spillway is a structure used to provide the controlled release of flows from a dam or levee into a downstream area Super elevation Super elevation is tilting the roadway to help offset centripetal forces developed as the vehicle goes around a curve. Surcharge An additional or excessive burden; an overload. Topography

A surface which defines the ground level of a chosen area.

Verge A narrow strip of grass or plants located between the carriageway curb and the boundary

APPENDIX A

FIGURES

WET 'N' WILD SITE

BLACKTOWN CREEKCATCHMENT

GREYSTANES CREEKCATCHMENT

PROSPECT RESERVOIRNATURE RESERVE

!

M4 BASIN

!

EXISTING COUNCIL DETENTION BASIN

!

EXISTING COUNCIL DETENTION BASIN

M4

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GIRRAWEEN CREEK

BLACKTOWN CREEK BLACKTOWN CREEK

BLACKTOWN CREEK

LAN

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LOT

STR

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PROSPECT HIGHWAY

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RECONCILIATION ROAD

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LORNE

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SLOOP STREET

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WATCH HOUSE ROAD

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RESERVOIRROAD

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KISDON CRESCENT

DESLEY CRESCE NT

HILDA STREET

TOPA

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Date: 5/02/2014 Path: \\hc-aus-ns-fs-01\jobs\AA005690\L-GIS\A_Current\B_Maps\DrainageReport\AA005690_DR_F001_Locality_r3v1.mxdCreated by : DD

QA by : AW

DRAFT

GDA 1994MGA Zone 56

0 200 400100M

FIGURE 1 - LOCALITYHYDER CONSULTING PTY LTDABN 76 104 485 289Level 5, 141 Walker StNorth Sydney NSW 2060

1:10,000 @ A3

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PROSPECT HIGHWAY

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LEGEND! Existing Drainage Pit

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Date: 5/02/2014 Path: \\hc-aus-ns-fs-01\jobs\AA005690\L-GIS\A_Current\B_Maps\DrainageReport\AA005690_DR_F002_ExistingDrainage_r3v1.mxdCreated by : DD

QA by : AW

DRAFT

GDA 1994MGA Zone 56

0 50 10025m

FIGURE 2-1 - PRE-UPGRADE CATCHMENT PLANHYDER CONSULTING PTY LTDABN 76 104 485 289Level 5, 141 Walker StNorth Sydney NSW 2060

1:2,750 @ A3


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(SHEET 1 of 5)

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Date: 7/02/2014 Path: \\hc-aus-ns-fs-01\jobs\AA005690\L-GIS\A_Current\B_Maps\DrainageReport\AA005690_DR_F003_PrelimDrainageDesign_r3v1.mxdCreated by : DD

QA by : AW

GDA 1994MGA Zone 56

0 50 10025m

FIGURE 3-1 - CONCEPT DRAINAGE DESIGN (SHEET 1 of 5)HYDER CONSULTING PTY LTDABN 76 104 485 289Level 5, 141 Walker StNorth Sydney NSW 2060

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3160.000

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3220.000

3240.000

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3300.000

3320.000

3340.000

3360.000

3380.000

3400.000

3420.000

C24

C25

C26 C28

C27

F23

F24

F25

F26

F28F27

!

CONNECT NEW PAVEMENT DRAINAGE SYSTEM INTO

EXISTING DRAINAGE SYSTEM(SUBJECT TO CAPACITY CHECK)

!

DEMOLISH AND REPLACE EXISTING 450 RCP CROSS DRAINAGE PIPE WITH 695 RCP

!



!



! CONNECT NEW PAVEMENT DRAINAGE SYSTEM


!



!



!



!

SURCHARGE PIT

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PROSPECT HIGHWAY

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! Junction Pits

! Median Pits

! RSG Pits

! SA1 Pits

! SA2 Pits

! SE Pits

! SO Pits

Pipes




Proposed Open Drain


375mm

450mm

525mm

600mm

675mm

750mm

825mm

1050mm

1200mm


Catchment Boundary

Detention Basin

Road Design

Lot Boundary


QA by : AW

DRAFT

GDA 1994MGA Zone 56

0 50 10025m


1:2,750 @ A3


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2720.000

2740.000

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1040.000

1060.000

1080.000

1100.000

1120.000

1140.000

1160.000

1180.000

1200.000

1220.000

1240.000

1260.000

1280.000

1300.000

1320.000

1340.000

1360.000

1380.000

1400.000

1420.000

1440.000

1460.000

1480.000

1500.000

1520.000

1540.000

1560.000

1580.000

1600.000

1620.000

1640.000

660.000

C8

C7

C9

C12C11

C10

C14

C6

C13

C15

F8

F9

F11

F12

F10

F14

!


!DEMOLISH AND REMOVE EXISTING PIT AND PIPE

SYSTEM

!



!

EXTEND EXISTING 750 RCP CROSS PIPE

!

MODIFY EXISTING PIT TOBURIED JUNCTION PIT

B LAC

KTOW

NCRE

E K

PONDS ROAD

PRO

SPEC

TH

IGH

WAY


HAM

PTO

N C

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DEE PLACE

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RCUI

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STR

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DES

LEY CRESCENT

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M4 MOTORWAY

OLLIER CRESCENT

1 4325

°

LEGEND

Pits


! Headwall

! Junction Pits

! Median Pits

! RSG Pits

! SA1 Pits

! SA2 Pits

! SE Pits

! SO Pits

Pipes




Proposed Open Drain


375mm

450mm

525mm

600mm

675mm

750mm

825mm

1050mm

1200mm


Catchment Boundary

Detention Basin

Road Design

Lot Boundary


QA by : AW

DRAFT

GDA 1994MGA Zone 56

0 50 10025m


1:2,750 @ A3


°

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!

ECA 1ESL = 49 m3/yr

!

ADOPT LOCAL EROSION CONTROLMEASURES DURING CONSTRUCTION

OF RESERVOIR ROAD AND SECTION OF NORTHBOUND CARRIAGEWAY

!


OF SOUTHBOUND CARRIAGEWAY

!

ECA 2ESL = 12 m3/yr

!


OF RESERVOIR ROAD AND SECTION OF NORTHBOUND CARRIAGEWAY

!

ECA 3ESL = 148 m3/yr

!

ECA 4ESL = 46 m3/yr

GIRRAW

EEN CREEK

PROSPECT HIGHWAY

RESERVOIRROAD

PON

DS

RO

AD

WATCH HOUSE ROAD

THORNLEY ROAD

RECONCILIATION ROAD

M4 M

OTORW

AY

BARTHOLOMEWS PLACE

DETENTIONBASIN

24

5

31

°

LEGEND

Sediment Basin Catchments

Sediment Control Sumps

G G Onsite water Diversion drain

G G Permanent Open Drain

G GOpen Drain to be Removed

G GExisting Open Drainto Remain



Detention Basin

Road Design

Lot Boundary

Date: 6/02/2014 Path: \\hc-aus-ns-fs-01\jobs\AA005690\L-GIS\A_Current\B_Maps\DrainageReport\AA005690_DR_F004_ErosionSedControl_r3v1.mxdCreated by : DD

QA by : AW

DRAFT

GDA 1994MGA Zone 56

0 50 10025m

FIGURE 4-1 - EROSION AND SEDIMENT CONTROLHYDER CONSULTING PTY LTDABN 76 104 485 289Level 5, 141 Walker StNorth Sydney NSW 2060

1:2,750 @ A3


°

(SHEET 1 of 5)

NOTESECA - Erosion Control AreaESL - Estimated Soil Loss

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GG

G

820.000

840.000

860.000

880.000

900.000

920.000

940.000

960.000

980.000

1000.000

1020.000

1040.000

1060.000

1080.000

1100.0

00

1120.0

00

1140.0

00

1160.0

00

1180.0

00

1200.000

1220.000

1240.000

1260.000

1280.000

1300.000

1320.000

1340.000

1360.000

1380.000

1400.000

1420.000

1440.000

1460.000

1480.000

1500.000

1520.000

1540.000

1560.000

1580.000

1600.000

1620.000

1640.000

1660.000

1680.000

1700.000

1720.000

1740.000

1760.000

1780.000

1800.000

1820.000

1840.000

!

ECA 8ESL = 8 m3/yr

!

ECA 5ESL = 1 m3/yr

!

ECA 4ESL = 46 m3/yr

!



!

ECA 7ESL = 3 m3/yr

!


! ECA 10ESL = 58 m3/yr

!

ECA 9ESL = 9 m3/yr

!


!

ECA 14ESL = 3 m3/yr

!

ECA 15ESL = 1 m3/yr

!

ECA 16ESL = 7 m3/yr

!

ECA 6ESL = 49 m3/yr

CLEY PL

ROWOOD ROAD

HILDA STREET

PROSPECT HIGHWAY

HAMPTON CRESCENT

GR

EAT

WE

ST E

RN

HIG

HW

AY

OLD CHURCH LANE

DE

E P

LAC

E

BARTHOLOMEWS PLACE

CHAPEL CIRCUIT

HE

BER

PLAC

E

KEYNE STREET

L YTE

PLA

CE

NORMAN STREET

EDG

EW

AR

E R

OA

D

M4 M

OTO

RW

AY

PON

DS ROAD

HA

RR

OD

STR

EE

T

ALDG

ATE

STR

EET

STOD

DA

RT R

OA

D

DETENTIONBASIN

1 4

5

32

°

LEGEND









Detention Basin

Road Design

Lot Boundary


QA by : AW

DRAFT

GDA 1994MGA Zone 56

0 50 10025m


1:2,750 @ A3


°

(SHEET 2 of 5)


GG

G

G

G

G

G

GG

G G

G

G

G

GG

G

G

G

GG

GG

GG

G

G

G

G

G

G

G

G

G

G

G

G

G

G

G

G

G

G

GG

G

Ç

Ç

ÇÇ

!

!

!

!!

!!

!!

!

!

!

!

!

!

!

!

!

!

!

!!

!!

!!

!

!

!

!

!

!

!

!

!

!!!!

!

!!!

!

! !

!

!

!

!

!

!!

!

!!

!

! !

!!

!

!

!!

!

!

!

!

!

!

!

!

!

!

!

!

!

!

!

!

!

!

!

GGG

G G

G

G

G

G

G

G

G

G

G

GG

G

G

GG

GG

GG

G

G

G

GG

ÇÇ

Ç

Ç

Ç

Ç

Ç

Ç

Ç

560.000580.000

600.000

620.000

640.000

660.000

680.000

700.000

720.000740.000

760.000

780.000

800.000

1860.000

1880.000

1900.000

1920.000

1940.000

1960.000

1980.000

2000.000

2020.000

2040.000

2060.000

2080.000

2100.000

ACE

G G

G

GG

GGG

GGG

G G G

G

GG

!

!

!

!

!

!

!!

!

!

!

!

!

!

!

!

!

!

!

!!

!

!

!

!

!

!

!

!

!

!!

!!

!!

!

!

!

!!!!

!

!!!

!

!!!

!

!

!

!!

!

!

GGG

G G

GG

GG

1740.000

1760.000

1780.000

1800.000

1820.000

1840.000

1860.000

1880.000

1900.000

1920.000

1940.000

1960.000

1980.000

2000.000

2020.000

2040.000

2060.000

2080.000

2100.000

2120.000

2140.000

2160.000

2180.000

2200.000

2220.000

2240.000

2260.000

2280.000

2300.000

2320.000

2340.000

2360.000

2380.000

2400.000

2420.000

2440.000

2460.000

2480.000

2500.000

2520.000

2540.000

2560.000

2580.000

2600.000

2620.000

2640.000

2660.000

2680.000

2700.000

2720.000

2740.000

2760.000

2780.000

!



!

ECA 16ESL = 7 m3/yr

!


!


!


!ADOPT LOCAL EROSION

CONTROL MEASURES DURING CONSTRUCTION OF PROPOSAL NORTH OF LANCELOT STREET

MY

RTLE

STR

EE

T

COLUMBIA ROAD

KEYNE STREETSHER PLACE

HILD

A STR

EET

CLEY P

LACE

JEM PLACE

LAN

CE

LOT S

TRE

ET

OLD CHURCH LANE

DINTON STREET

SIER

RA P

LAC

E

HOLLYDALE PLACE

HERRICK STREET

CASCADESTR

EET

LORN

EST

REE

T

FOSS

STR

EE T

NORMAN STREET

EIGER STR

EET

FIFE STREET

EVEREST STREET

LYT E

PL AC

E

DANBY STREET

CA

NN

ON

STR

EE

T

ERITH STREET

HADRIAN AVENUE

BRO

AD

STR

EE

T

PROSPE CT HIGHWAY

EDG

EW

AR

E R

OA

D

OZARK STREET

GROVE

PLA

CE

ELTH

AM S

TREE

T

VES

UV

IUS

STR

EET

HIMALAYA CRESCENT

PELLEA

S S

TRE

ET

KISDON CRESCENT

VIEW PARK STREET

DETENTIONBASIN

DETENTIONBASIN

DETENTIONBASIN

1 4

52 3

°

LEGEND









Detention Basin

Road Design

Lot Boundary


QA by : AW

DRAFT

GDA 1994MGA Zone 56

0 50 10025m


1:2,750 @ A3


°

(SHEET 3 of 5)


G

GG

G GG

GG

!

!

!

!

!

!

!

!

!

!

!

!

!

!!

!!!

!

!

!

! !! !

!

GG

GG

GG

1460.000

1480.000

1500.000

1520.000

1540.000

1560.000

1580.000

1600.000

1620.000

1640.000

1660.000

1680.000

1700.000

1720.000

2800.000

2820.000

2840.000

2860.000

2880.000

2900.000

2920.000

2940.000

2960.000

2980.000

3000.000

3020.000

!

!

!

!

!

!

!

!

!!

!

!

!

!

!

!

!

!

!

!

!!

!

!

!

!!

!

!

!

! !

!

!

!

!

!

!!!

!

!

!!

! !

2680.000

2700.000

2720.000

2740.000

2760.000

2780.000

2800.000

2820.000

2840.000

2860.000

2880.000

2900.000

2920.000

2940.000

2960.000

2980.000

3000.000

3020.000

3040.000

3060.000

3080.000

3100.000

3120.000

3140.000

3160.000

3180.000

3200.000

3220.000

3240.000

3260.000

3280.000

3300.000

3320.000

3340.000

3360.000

3380.000

3400.000

3420.000

!

ADOPT LOCAL EROSION CONTROL MEASURES DURING CONSTRUCTION OF PROPOSAL NORTH OF LANCELOT STREET

BLACKTOWN CREEK

PROSPECT HIGHWAY

KEYW

ORT

H D

RIVE

CAVENDISH AVENUE

BEAUFORT ROAD

LEAB

ONS LA

NE

EVEREST STREET PEARL PLACE

WINDMILL CLOSE

COLUMBIA ROAD

CATPLA

CE

JADE

PLAC

E

RID

LEY

PLA

CE

HADRIAN AVENUE

TYRO

NE P

LAC

E

YAWL

PLACE

VERMONT COURT

HAW

KIN

S S

TRE

ET

HERRICK STREET

HIM

ALAYA C

RE

SC

EN

T

TUD

OR

AVE

NU

E

SLOOP STREET

JAM

ES S

TREE

T

VES

UV

IUS

STR

EET

DRAK

E PL

ACE

TOPAZ CRESCENT

ST

MA

RTI

NS

CR

ES

CEN

T

RO

GER

PLACE

1

5

32 4

°

LEGEND









Detention Basin

Road Design

Lot Boundary


QA by : AW

DRAFT

GDA 1994MGA Zone 56

0 50 10025m


1:2,750 @ A3


°

(SHEET 4 of 5)


!

!

!

!

!

!

!

!

!!!

!!

!

2420.000

2440.000

2460.000

2480.000

2500.000

2520.000

2540.000

2560.000

2580.000

2600.000

2620.000

2640.000

2660.000

GG

G

G

G

G

G

G

G

G

G

G

G

G

G

GG

G

G

GG

GG

GG

GG

GG

GG

G

GG

GG

G

G

G

G

GG

G G G

G

G

G

G

G

G

G

G

G

G

GG

G

G

!

!

!

!

!

!

!

!

!

!!

!!!

!

!

!

!

!

!

!

!

!

!

!

!

!!

!

!

!

!

!

!

!

!

!

!

!!

!!!

!

!

!

!

!

!

!

!

!

!

!

!

!!

!

!

!

!

!

!

!

!

!

!

!

!

!

!!

!

!!

!!!

!

!

!

!

!

!

!

!

!

!

!

!

! !

!

!

!!

!

!

!! !

!

!!

!

!

!!

!

!!

!

!

!

G

G

G

G

G

G

G

G

G

G

G

G

G

G

G

GG

G G

G

G

G

G

G

G

G

G

G

G

G G GG

GG

G

G

GG

G

GG

960.000

980.000

1000.000

1020.000

1040.000

1060.000

1080.000

1100.000

1120.000

1140.000

1160.000

1180.000

1200.000

1220.000

1240.000

1260.000

1280.000

1300.000

1320.000

1340.000

1360.000

1380.000

1400.000

1420.000

1440.000

1460.000

1480.000

1500.000

1520.000

1540.000

1560.000

1580.000

1600.000

1620.000

1640.000

660.000

!


!

ECA 8ESL = 8 m3/yr

!

ECA 7ESL = 3 m3/yr

!ECA 11

ESL = 29 m3/yr

!


!

ECA 6ESL = 49 m3/yr

!


!

ECA 9ESL = 9 m3/yr

B LAC

KTOW

NCRE

E K

PONDS ROAD

PRO

SPEC

T HI

GH

WAY


HAM

PTO

N C

RESC

ENT

NORMAN STREET

STODDART ROAD

DEE PLACE

CHAP ELCI

RCUI

T

BRAE

STR

EET

HEBER PLACE

DES

LEY CRESCENT

ORDE PLACE

M4 MOTORWAY

OLLIER CRESCENT

1 4325

°

LEGEND









Detention Basin

Road Design

Lot Boundary


QA by : AW

DRAFT

GDA 1994MGA Zone 56

0 50 10025m


1:2,750 @ A3


°

(SHEET 5 of 5)


G

GG

GG

G

G

GGG

G

G

G

G

G G

G

G

G

G

G

G

G

G

G

G

G

!

!

!

!

!

!

!

!

!

!

!

!

!

!

!

!

! !

!!

!

!

!

!

!

!

!

G

G

G

G

G

G

GG

G

G

G

G

G

G

G

GG

G

G

G

G

G

G

G

G

G

G

G

G

G G

G

GG

G

G

780.000

800.000

820.000

840.000

860.000

880.000

900.000

920.000

940.000

1

1680.000

1700.000

1720.000

1740.000

1760.000

APPENDIX B

CONCEPT DRAINAGE LAYOUT ANDLONGITUDINAL SECTIONS

380

400

420

440

100

120

140

160

180

200

220

240

260

280

300

320

340

360

60 80

1a.1

1a.2

1a.3

1e.1

1f.1

1f.2

1f.3

4a.1

4a.2

4a.3

4a.4

4a.5

4b.2

4b.3

Ø450

Ø375

Ø375Ø450

Ø375 Ø375 Ø375

Ø375

Ø375Ø375

Ø375

Ø375

Ø375

3a.4

3a.5

Ø375

Ø450

Ø450

Ø450Ø450 Ø450

Ø450

3b.1

3b.2

3b.3 3b.4

3b.5

3b.6

3b.7

LIMIT O

F INV

ES

TIGA

TION

LIMIT OF INVESTIGATION

LIM

IT O

F IN

VEST

IGAT

ION

LIM

IT O

F IN

VEST

IGAT

ION

RE

SE

RV

OIR

RD

PROSPECT HWY

RESER

VOIR

RD

PICRITE CL

THORNLEY RD

FROM WETHERILL PARK

TO BLACKTOWN

AD

JOIN

S S

HE

ET

002

ADJOINS SHEET 014

STORM WATER DRAINAGE PIPE / PIT

WATER MAINGAS MAIN

TELECOMMUNICATIONS LINE

ELECTRICITY LINE UNDER GROUND

LEGEND - UTILITIESEXISTING

STAY POLE / ELECTRICAL POLE / LIGHT POLE

ELECTRICITY LINE MINOR OVERHEADELECTRICITY LINE MAJOR OVERHEADELECTRICITY LINE OPTUS OVERHEAD

PROPOSED

SEWER MAIN

EXISTING UTILITY TO BE DEMOLISHED

OPEN DRAIN

TRAFFIC SIGNALLING

STORM WATER DRAINAGE PIPE (ASSUMED)

EXISTING POLE TO BE RELOCATED

EXISTING DRAINAGE TO BE DEMOLISHED

COMBINED TELSTRA & NBN CONDUIT

PROPOSED POTHOLING LOCATION(INDICATIVE)

40m200

1 : 1000

SHEET 1 OF 15

CONCEPT DRAINAGE DESIGN

PRELIMINARYNOT TO BE USED FOR CONSTRUCTION

SCALE AT A3

3e.1

3e.2

3e.3

3e.4

3e.5

3e.6

3e.7

3e.8

3f.13f.2

3g.5

3g.6

3g.7

3h.1

3i.4

3i.53i.6

3z.1

3z.2

4a.1

4a.2

4a.3

4a.4

4a.5

4b.1

4b.2

4b.3

4c.1

4c.2

4c.3

4c.4

4c.5

4c.6

4c.7

4c.8

Ø450Ø450

Ø450Ø450Ø450Ø450

Ø450

Ø375

Ø450

Ø375

Ø450

Ø450Ø375

Ø375Ø375

Ø450

Ø450

Ø375 Ø375 Ø375

Ø375 Ø375Ø375

Ø375

Ø450Ø450Ø450Ø450Ø450Ø450Ø450

Ø375 3d.1

Ø450Ø450 Ø450

Ø450

3b.4

3b.5

3b.6

3b.7

700

720

740

380

400

420

440

460

480

500

520

540

560

580

600

620

640

660

680

360

LIMIT

OF

INVE

STIG

ATIO

N



PROSPECT HWY

M4 W/B ENTRY R

AMP

M4 W

/B EXIT RAM

P

THORNLEY RD

TO BLACKTOWN

FROM WETHERILL PARK

AD

JOIN

S S

HE

ET 001 AD

JOIN

S SH

EET

003

REMOVE EXISTING 375 DIAMETER PIPEAND RECONSTRUCT NEW 450DIAMETER PIPE NETWORK


WATER MAINGAS MAIN






PROPOSED

SEWER MAIN


OPEN DRAIN

TRAFFIC SIGNALLING






40m200

1 : 1000

SHEET 2 OF 15


SCALE AT A3CONCEPT DRAINAGE DESIGN

3e.1

3e.23f.1

3g.1

3g.23g.3

3g.4

3g.5

3g.6

3g.7

3h.1

3i.13i.23i.33i.4

3i.5

3i.6

3z.1

3z.2

6c.16c.2

6c.3

6c.4

6c.5

6c.6

6d.1

6e.1

6e.2

6e.3

6e.4

6e.5

6e.6

6e.7

6f.1

6f.2

6f.3

6f.4

6g.16h.1

6h.2

6h.3

6h.4

6h.56k.1

6k.2

6k.3

6k.4

6k.5

.1

Ø450

Ø

Ø375

Ø375

Ø375

Ø375Ø450

Ø450 Ø375

Ø375Ø375

Ø375Ø375Ø375

Ø450

Ø450

Ø450

Ø450Ø450

Ø450Ø450

Ø375

Ø375

Ø375

Ø375

Ø450

Ø450

Ø375

Ø375

Ø375

Ø375Ø450

Ø375Ø375

Ø375

Ø450Ø450

Ø375

Ø375Ø375

Ø375

Ø375

6y.1

6y.2

6y.3

700

720

740

760

780

800

820

840

680

860

880 900 920 940

960

980

1000

1020

1040





LIMIT OF INVESTIG

M4

W/B

ENT

RY R

AMP

PROSPECT HWY

M4

MO

TOR

WAY

WES

TBO

UN

DM

4 M

OTO

RW

AY E

ASTB

OU

ND

M4 W

/B EXIT RAMP

M4 E/B ENTRY RAMP

M4

E/B

EX

IT R

AM

P

POND

S RD

FRO

M P

ENRI

TH

TO S

YDNE

Y

FROM WETHERILL PARK

TO BLACKTOWN

ADJO

INS SH

EET 002 ADJO

INS

SHEE

T 00

4

DEPRESSED MEDIANINLET PIT

PIT IS LOCATED TO SATISFY 500mmCLEARANCE FROM THE PROPOSEDELECTRICAL CONDUIT


WATER MAINGAS MAIN






PROPOSED

SEWER MAIN


OPEN DRAIN

TRAFFIC SIGNALLING






40m200

1 : 1000

SHEET 3 OF 15



FRO

M PEN

RITH

2

6e.1

6e.2

6e.3

6e.4

6f.1

6f.2

6f.3

6f.4

6g.1

6h.1

6h.2

6h.3

6h.4

6h.5 8h.1

8h.2

8h.3

8i.1

8i.2

8j.1

9a.1

9a.2

9a.3

9b.1

9b.2

9b.3

9b.4

13a.1

14a.1

14a.2

Ø375Ø375Ø375

Ø450

Ø375Ø375Ø375Ø375

Ø450

Ø375

Ø375Ø375

Ø450

Ø450

Ø375 Ø375 Ø375

Ø375 Ø375

Ø450

Ø450 Ø450

Ø450Ø450 Ø

450

Ø375

Ø375

Ø450

Ø450

Ø450

Ø450

Ø450

Ø525

Ø525

11a.1

11a.2

11a.3

11a.4

11a.5

11a.6

11a.7

11a.811a.9

Ø450

Ø450

11b.111b.2

Ø450

11c.1

Ø450

11d.1 Ø750

cross4.1

cross4.2

960

980

1000

1020

1040

1060

1080

1100

1120

1140

1160

1180

1200

1220

1240

1260

1280

1300

1320

1340

VESTIGATION




M4

E/B

ENTR

Y RA

MP

PROSPECT HWY

GR

EAT WESTER

N H

IGH

WAY

GR

EAT WESTER

N H

IGH

WAY

PON

DS

RD

TWO

WAY LIN

K RD

GWH E

/B E

NTRY RAMP

TO S

YD

NE

Y

AD

JOIN

S S

HE

ET

005AD

JOIN

S SHEET 003

FROM WETHERILL PARK TO BLACKTOWN

ADJOINS SHEET 015

RETAIN EXISTING BRIDGEDRAINAGE AND CONNECTIONTO PROPOSED DRAINAGE

EXTEND EXISTING Ø750mmCROSS DRAINAGE

PIPE CONNECTION


WATER MAINGAS MAIN






PROPOSED

SEWER MAIN


OPEN DRAIN

TRAFFIC SIGNALLING






40m200

1 : 1000

SHEET 4 OF 15



13a.1

13a.2

13a.3

13a.4

14a.1

14a.2

14b.1

14b.2

14c.1

14c.214d.1

14d.2

15a.1

15a.2

15a.3

15a.4

15a.5

15a.6

15a.7

15a.8

15a.9

15a.10

15a.11

15b.3

15b.415c.1

15c.2

15c.3

15c.4

15c.5

15c.6

15c.7

15c.8

15c.9

Ø375 Ø375Ø375

Ø375

Ø375

Ø375

Ø375

Ø375 Ø375 Ø375 Ø375 Ø375 Ø375 Ø375 Ø375 Ø375 Ø375 Ø375

Ø375

Ø450

Ø450

Ø375 Ø375 Ø375 Ø450 Ø450 Ø450 Ø450 Ø450 Ø450

Ø37511a.2

11a.3

11a.4

1260

1280

1300

1320

1340

1360

1380

1400

1420

1440

1460

1480

1500

1520

1540

1560

1580

1600

1620

1640

OF INVESTIGATION

ION

PROSPECT HWY

AD

JOIN

S S

HE

ET

006AD

JOIN

S SHEET 005


MEDIAN INLETPIT

CONNECT INTOEXISTING NETWORK

15b.5

IT

LIMIT

OF INVESTIG

AT

AMP

STO

DD

AR

T R

D



WATER MAINGAS MAIN






PROPOSED

SEWER MAIN


OPEN DRAIN

TRAFFIC SIGNALLING






40m200

1 : 1000

SHEET 5 OF 15



15a.7

15a.8

15a.9

15a.10

15a.11

15b.1

15b.2

15b.3

15b.4

15b.5

15c.5

15c.6

15c.7

15c.8

15c.9

15d.1

15d.2

17c.1

17c.2

17d.117d.2

17d.3

17d.4

17d.5

18a.1

18a.2

18a.3

18a.4

18a.5

18a.6

18a.7

18a.8

18a.9

18a.10

18a.11

19a.1

19a.2

19a.3

19a.4

19a.5

19a.6

Ø375 Ø375 Ø375 Ø375 Ø375

Ø375Ø375

Ø450

Ø450

Ø450 Ø450 Ø450 Ø450 Ø450

Ø375Ø375

Ø375 Ø375

Ø375

Ø450

Ø450

Ø450

Ø375 Ø375 Ø375 Ø375 Ø375 Ø375 Ø375 Ø375 Ø375 Ø375Ø

Ø375 Ø375 Ø375 Ø375 Ø375

1560

1580

1600

1620

1640

1660

1680

1700

1720

1740

1760

1780

1800

1820

1840

1860

1880

1900

1920

1940


PROSPECT HWY

HAR

RO

D ST

AD

JOIN

S S

HE

ET

007A

DJO

INS

SH

EE

T 005


RAISED SURFACEINLET

CONNECT INTOEXISTING NETWORKCONNECT INTO

EXISTING NETWORK


WATER MAINGAS MAIN






PROPOSED

SEWER MAIN


OPEN DRAIN

TRAFFIC SIGNALLING






40m200

1 : 1000

SHEET 6 OF 15



18a.8 18a.9 18a.10

18a.11

19a.5

19a.6

19a.719a.8

19a.9

19b.1

19b.2 19c.1

19c.2

19c.3

19c.4

19c.5

19d.1

19e.1

19e.2

19e.3

19e.4

19e.5

19e.6

19e.7

19f.1

19f.2

19f.3

19f.4

19f.5

20a.1

20a.2

20a.3

20a.4

20a.5

20a.6

20a.7 20a.8

20a.9

20b.1

20b.2

20b.3

20b.4

20b.5

20e.1

20k.1

20k.2

20k.3

20k.4

20k.5

Ø375Ø375

Ø375Ø375

Ø375

375

Ø375

Ø375

Ø450

Ø450

Ø450

Ø450

Ø375

Ø375

Ø450

Ø450

Ø375

Ø450

Ø450 Ø450 Ø450

Ø450Ø

450

Ø375 Ø375 Ø375 Ø375 Ø375Ø375 Ø375

Ø375Ø375

Ø375Ø375

Ø450Ø450

Ø

Ø375Ø375

Ø375Ø375

Ø450

Ø375Ø375

Ø375Ø375

Ø450

Ø450

Ø525

18a.12

18a.13

1860 1880 1900 1920 1940 1960

1980

2000

2020

2040

2060

2080

2100

2120

2140

2160

2180

2200

2220

2240

PROSPECT HWY

ADJO

INS

SHEE

T 00

8ADJO

INS SH

EET 006


RETAIN EXISTINGCROSS DRAINAGE

PROPOSED EXCAVATION TO PROVIDEADDITIONAL 300m² STORAGE



WATER MAINGAS MAIN






PROPOSED

SEWER MAIN


OPEN DRAIN

TRAFFIC SIGNALLING






40m200

1 : 1000

SHEET 7 OF 15



20a.4

20a.5

20a.6

20a.7

20a.8

20a.9

20a.10

20a.11

20b.3

20b.4

20b.5

20c.1

20d.4

20d.5

20e.1

20g.5

20g.6

20h.1 20i.1

20k.2

20k.3

20k.4

20k.5

22b.1

22b.2

22b.3

22c.1

22c.2

Ø375 Ø375 Ø375 Ø375 Ø450 Ø450 Ø450 Ø450 Ø450

Ø375 Ø375 Ø375

Ø450

Ø375

Ø375

Ø375

Ø375

5 Ø375 Ø375 Ø375

Ø450

Ø375

2160

2180

2200

2220

2240

2260

2280

2300

2320

2340

2360

2380

2400

2420

2440

2460

2480

2500

2520

2540

AD

JOIN

S S

HE

ET

009A

DJO

INS

SH

EE

T 007

FROM WETHERILL PARK

TO BLACKTOWN

PROSPECT HWY

BLAC

KTO

WN

RD

LAN

CEL

OT

ST

CONNECT TOEXISTING NETWORK

CONSTRUCT DEPRESSEDMEDIAN PIT AT SAG


WATER MAINGAS MAIN






PROPOSED

SEWER MAIN


OPEN DRAIN

TRAFFIC SIGNALLING






40m200

1 : 1000

SHEET 8 OF 15



22b.1

22b.2

22b.3

22b.4

22b.5

22b.6

22c.1

22c.2

22c.3

22c.4

22c.5

22e.1

22e.2

22e.3

22e.4

22f.1

23a.1

23a.2

23a.3 23a.4

23a.5

23c.2

23c.3

23d.1

23e.1

23f.1

23f.2

23g.1

23h.1

24a.1

24a.2

24a.325c.1

Ø450

Ø375Ø375

Ø375Ø375

Ø450

Ø375Ø450

Ø450Ø450

Ø375 Ø375Ø450 Ø450

Ø450

Ø375

Ø375

Ø375

Ø450

Ø450

Ø450

Ø450

Ø450

Ø375

Ø375 5

Ø45023f.3

Ø375Ø375

Ø375Ø375

2460

2480

2500

2520

2540

2560

2580

2600

2620

2640

2660

2680

2700 2720 2740 2760 2780

2820

2840

2800


LAN

CE

LOT

ST

PROSPECT HWY

VESU

VIU

S ST

TO BLACKTOWN

ADJO

INS

SHEE

T 01

0

ADJO

INS SH

EET 008

FROM WETHERILL PARK

SURCHARGE PIT



WATER MAINGAS MAIN






PROPOSED

SEWER MAIN


OPEN DRAIN

TRAFFIC SIGNALLING






40m200

1 : 1000

SHEET 9 OF 15



23a.5

23e.1

23f.1

23f.2

23h.1

24a.1

24a.2

24a.3

24a.4

24a.5

24a.6

25b.1

25b.2

25b.3

25b.4

25b.5

25c.1

25c.2

25c.3

25c.4

25c.5

25c.6

25c.7

25c.8

25d.125d.2

25e.1

25e.2

25e.3

25y.1

25y.2

25y.3

25y.4

25z.125z.2

Ø450

Ø450

Ø450

Ø450

Ø450

Ø375 Ø375

Ø375

Ø375

Ø375

Ø375Ø375 Ø375 Ø375

Ø375

Ø375Ø375

Ø375Ø375 Ø375 Ø375

Ø375Ø375

Ø375

Ø375

Ø675

Ø675

Ø675

Ø375 Ø375Ø375

Ø375

Ø375

Ø375

Ø450

23f.3

25f.1Ø525

Ø525

Ø525

26a.2

26a.3

2760

2780

2820

2840

2860

2880

2900

2920

2940

2960

2980

3000

3020

3040

3060

3080

3100

3120

3140

3160

2800



VE

SU

VIU

S S

T

KE

NTW

OR

TH D

R

PROSPECT HWY

BEAUFORT RD

ADJO

INS

SHEE

T 01

1AD

JOIN

S S

HE

ET 009

FROM WETHERILL PARKTO BLACKTOWN


SURCHARGE PIT


WATER MAINGAS MAIN






PROPOSED

SEWER MAIN


OPEN DRAIN

TRAFFIC SIGNALLING






40m200

1 : 1000


SCALE AT A3

SHEET 10 OF 15

CONCEPT DRAINAGE DESIGN

25b.525c.8

25d.1

25d.2

25e.1

25e.2

25e.3

25y.4

25z.1

25z.2

28b.1 28b.2

28b.3

28b.4

28c.1 28c.2

28c.3

28c.4

28c.5

28c.6

28f.1

28f.2

28f.3

28f.4

75

Ø375

Ø375

Ø375

Ø375

Ø375Ø675

Ø675

Ø675

Ø375

Ø375

Ø375

Ø375

Ø375Ø375 Ø375

Ø450

Ø375Ø375

Ø375

Ø450

Ø450

Ø375Ø375

Ø375Ø450

25f.1Ø525

Ø525Ø525

Ø525Ø525 Ø525

Ø525

Ø525

Ø525

26a.2 26a.3 26a.4 26a.5 26a.6

26a.7

26a.8

26a.9

26a.10

28f.4Ø525

Ø525Ø525

Ø525

Ø525

Ø60028c.7

28c.8

28c.9

28c.10

28c.11

28c.12

Ø450

28h.1

Ø525

3040

3060

3080 3100 3120 3140 3160

3180

3200

3220

3240

3260

3280

3300

3320

3340

3360

3380

3400

3420

3440



PROSPECT HWY

RO

DG

ER P

L

TUD

OR

AVE

FROM WETHERILL PARKTO BLACKTOWN

ADJO

INS SH

EET 010 ADJO

INS

SHEE

T 01

2



WATER MAINGAS MAIN






PROPOSED

SEWER MAIN


OPEN DRAIN

TRAFFIC SIGNALLING






40m200

1 : 1000

SHEET 11 OF 15



28l.1

28l.2

28l.3

28l.4

28m.1

28m.2

28n.1

Ø(2x)1050Ø(2x)1200 Ø(2x)1200

Ø450

Ø1050

Ø450

Ø450

28a.1

Ø525

Ø600

Ø600

Ø600 Ø600 Ø600 Ø750

28c.11

28c.12

28c.13

28c.14

28c.15

28c.16

28c.17

Ø375 Ø375 Ø450 Ø450 Ø450

Ø450

28x.1

28x.2

28x.3

28x.4

28x.5

28x.6

Ø450

28h.1

Ø5

3520

3540

3560

3580

3600

3380

3400

3420

3440

3460

3480

3500


LIM

IT O

F IN

VE

STI

GA

TIO

N

ST M

ARTI

NS

CR

ES

PROSPECT HWY

FROM WETHERILL PARK

TO BLACKTOWN

ADJO

INS SH

EET 011

AD

JOIN

S S

HE

ET 013


WATER MAINGAS MAIN






PROPOSED

SEWER MAIN


OPEN DRAIN

TRAFFIC SIGNALLING






40m200

1 : 1000

SHEET 12 OF 15



28l.3

28l.4

28l.5

28l.6

0 Ø(2x)1200Ø(2x)1200

LIM

IT O

F IN

VE

STI

GA

TIO

N

TO BLACKTOWN

PROSPECT HWY

BLACKTO

WN

CR

EEK

BUNGARRIBEE R

D

LEABONS LA

NE

FROM WETHERILL PARK

AD

JOIN

S S

HE

ET 012


WATER MAINGAS MAIN






PROPOSED

SEWER MAIN


OPEN DRAIN

TRAFFIC SIGNALLING






40m200

1 : 1000

SHEET 13 OF 15



4a.2

4a.3

4a.4

4a.5

Ø37

5

Ø37

5

Ø37

5

Ø375

Ø375Ø375

Ø375

Ø375

3a.1

3a.2

3a.3

3a.4

3a.5

Ø45

0

Ø450

Ø45

0

Ø45

0

Ø450

Ø450

3b.1

3b.2

3b.3

3b.4

3b.5

3b.7

380

400

420

300

320

340

360

ADJOINS SHEET 001

LIM

IT O

F IN

VEST

IGAT

ION


LIM

IT O

F IN

VEST

IGAT

ION

RESERVOIR RD

RESERVOIR RD

PICR

ITE CL


WATER MAINGAS MAIN






PROPOSED

SEWER MAIN


OPEN DRAIN

TRAFFIC SIGNALLING






40m200

1 : 1000

SHEET 14 OF 15



Ø525

Ø525

11a.7

11a.8

11a.9

Ø450

11d.1

Ø375 Ø375 Ø375

Ø375 Ø525

12a.1

12a.2

12a.3

12a.412a.5

Ø375

12c.1

12c.2

Ø375 Ø375 Ø375Ø375

Ø450

12d.1

12d.2

12d.3 12d.

4

12d.

5

Ø375 Ø375 Ø375 Ø375 Ø450

Ø375

Ø600 Ø600Ø600

Ø600Ø600 Ø600 Ø675

Ø750

12e.1

12e.2

12e.3

12e.4

12e.5

12e.6

12e.7

12e.8 12e.9

12e.10

12e.11 12e.12

12e.13

12e.14 12e.15

Ø375

12g.1

Ø375

12h.1

12h.2

12l.5

Ø75

0

cross4.1

cross4.2

LIM

IT O

F IN

VE

STI

GA

TIO

N



TWO-WAY LINK RD

FROM PENRITH TO SYDNEY

DEPRESSEDMEDIAN INLET PIT

EXISTING JUNCTIONPIT TO BE BURIED

RECONSTRUCT EXISTINGMEDIAN OPEN DRAIN

AD

JOIN

S S

HE

ET 004


WATER MAINGAS MAIN






PROPOSED

SEWER MAIN


OPEN DRAIN

TRAFFIC SIGNALLING






40m200

1 : 1000

SHEET 15 OF 15



46.00

Ø450

0.50%

7.36

70.3

070

.29

0.00

68.9

8

1A.1

SE

Ø450

0.50%

2.66

70.0

270

.10

7.36

68.9

168

.94

1A.2-87

°57'

SE

69.8

970

.09

10.0

268

.90

68.9

0

1A.3

EX

ISTI

NG

PIT

CHAINAGE ANDPIPE LENGTH

EXISTING LEVEL

PIT DESIGN LEVEL

INVERT LEVELS

PIPE GRADIENT

PIPE SIZE

DATUM R.L.

DRAINAGE LINE 1a

42.00

Ø375

3.36%

40.11

66.8

866

.41

0.00

65.0

1

1E.1

SA

2

64.8

764

.90

40.1

163

.66

63.6

6

1D.2

EX

ISTI

NG

PIT

DRAINAGE LINE 1e

45.00

Ø375

4.36%

44.98

70.1

970

.02

0.00

68.5

7

1F.1

SA

2

Ø450

0.51%

9.50

68.3

367

.87

44.9

866

.42

66.6

1

1F.2-45

°24'

SA

2

66.1

367

.83

54.4

866

.37

66.3

7

1F.3

EX

ISTI

NG

PIT

DRAINAGE LINE 1f

Sheet No. 1

Horizontal Scale 1:500Vertical Scale 1:250 at A3CONCEPT

DRAINAGE DESIGNLONGITUDINAL SECTIONS


NOTES:1. LOCATIONS AND LEVELS OF ALL PROPOSED AND EXISTING UTILITIES CROSSING

PROPOSED DRAINAGE LINES MUST BE CONFIRMED AT DETAILED DESIGN STAGE2. ALL EXISTING “2D” UTILITIES LOCATIONS ARE INDICATIVE ONLY. POTHOLING ARE

REQUIRED TO CONFIRM THE LOCATIONS AND LEVELS

LEGENDEXISTING SURFACE

DESIGN LEVEL

51.00

Ø375

3.00%

31.76

77.5

477

.51

0.00

76.1

2

3A.1

SA

2

Ø375

3.00%

37.48

76.5

676

.56

31.7

675

.14

75.1

7

3A.2-0°

54'

SA

2

Ø375

1.25%

34.66

75.6

775

.65

69.2

473

.99

74.0

2

3A.30°

54'

SA

2

Ø375

3.50%

49.86

74.9

974

.97

103.

9073

.52

73.5

5

3A.4-3°

55'

SA

2

73.1

973

.11

153.

7671

.78

3A.51°

39'

SA

2


EXISTING LEVEL

PIT DESIGN LEVEL

INVERT LEVELS

PIPE GRADIENT

PIPE SIZE

DATUM R.L.

DRAINAGE LINE 3a

Sheet No. 2








DESIGN LEVEL


DESIGN LEVEL


DESIGN LEVEL

49.00

Ø375

3.00%

34.61

73.1

973

.11

153.

7671

.75

71.7

8

3A.51°

39'

SA

2

72.3

172

.14

188.

3770

.67

70.7

1

3B.2

JUNCTIO

N LINE 3b

SA

2


EXISTING LEVEL

PIT DESIGN LEVEL

INVERT LEVELS

PIPE GRADIENT

PIPE SIZE

DATUM R.L.

DRAINAGE LINE 3a

48.00

CO

MM

S 1

00m

m IL

71.

7270

.67

8.69

Ø450

1.50%

9.10

72.2

672

.28

0.00

70.8

4

3B.1

SE

CO

MM

S 1

00m

m IL

71.

73

70.6

63.

18

D U

TIL

PR

OP

ELE

CTU

G 1

00m

m IL

71.

59

70.6

54.

99

WA

TER

300

mm

IL 7

0.20

70.5

818

.55

Ø450

0.50%

25.01

72.3

172

.14

9.10

70.6

770

.70

3B.269

°43'

JUNCTIO

N LINE 3a

SA

2

D U

TIL

PR

OP

ELE

CTU

G 1

00m

m IL

71.

1570

.47

10.3

8

CO

MM

S 1

00m

m IL

71.

3270

.45

12.6

0

Ø450

0.50%

44.85

71.9

071

.81

34.1

170

.52

70.5

5

3B.3-32

°51'

SA

1

Ø450

0.50%

21.13

71.9

571

.87

78.9

570

.26

70.2

9

3B.4-2°

28'

SA

2

Ø450

0.50%

22.23

72.1

971

.98

100.

0870

.13

70.1

6

3B.5

SA

2

71.4

172

.11

122.

3270

.02

3B.6-88

°01'

JUNCTIO

N LINE 3d

SA

2

DRAINAGE LINE 3b

Sheet No. 3








DESIGN LEVEL

48.00

Ø450

1.00%

13.51

71.4

172

.11

122.

3269

.99

70.0

2

3B.6-88

°01'

JUNCTIO

N LINE 3d

SA

2

70.3

170

.30

135.

8369

.85

69.8

5

3B.7

HW


EXISTING LEVEL

PIT DESIGN LEVEL

INVERT LEVELS

PIPE GRADIENT

PIPE SIZE

DATUM R.L.

DRAINAGE LINE 3b

48.00

Ø375

2.00%

18.90

71.1

472

.23

0.00

70.7

6

3D.1

SA

2

71.4

172

.11

18.9

069

.99

70.3

8

3B.6

JUNCTIO

N LINE 3b

SA

2

DRAINAGE LINE 3d

51.00

Ø450

2.36%

10.60

76.8

976

.91

0.00

75.4

9

3E.1

SE

D U

TIL

PR

OP

ELE

CTU

G 1

00m

m IL

75.

3374

.40

25.7

2

Ø450

3.17%

44.50

75.8

776

.73

10.6

075

.21

75.2

4

3E.2-87

°05'

SA

2

Ø450

3.38%

39.41

74.4

975

.08

55.1

073

.13

73.8

0

3E.312

°25'

JUNCTIO

N LINE 3f

SA

2

74.0

173

.72

94.5

171

.80

3E.43°

36'

SA

2

DRAINAGE LINE 3e

Sheet No. 4








DESIGN LEVEL

49.00

Ø450

0.86%

39.86

74.0

173

.72

94.5

171

.77

71.8

0

3E.43°

36'

SA

2

Ø450

0.92%

42.65

73.1

072

.91

134.

3771

.23

71.4

3

3E.5-0°

17'

SA

2

Ø450

0.50%

30.00

72.0

272

.57

177.

0270

.81

70.8

4

3E.62°

39'

SA

2

Ø450

0.50%

5.47

71.5

372

.38

207.

0270

.63

70.6

6

3E.744

°31'

SA

2

70.4

871

.06

212.

4970

.61

70.6

1

3E.8

HW


EXISTING LEVEL

PIT DESIGN LEVEL

INVERT LEVELS

PIPE GRADIENT

PIPE SIZE

DATUM R.L.

DRAINAGE LINE 3e

51.00

D U

TIL

PR

OP

ELE

CTU

G 1

00m

m IL

75.

0374

.51

12.8

6

Ø375

2.88%

18.00

76.1

876

.27

0.00

74.8

8

3F.1

SE

Ø450

3.18%

18.38

75.1

875

.74

18.0

074

.24

74.3

6

3F.239

°08'

SE

74.4

975

.08

36.3

873

.13

73.6

6

3E.3

JUNCTIO

N LINE 3e

SA

2

DRAINAGE LINE 3f

Sheet No. 5








DESIGN LEVEL

57.00

Ø375

3.00%

9.14

79.7

979

.90

0.00

79.5

2

3G.1

HW

Ø375

2.72%

29.90

79.4

180

.60

9.14

79.2

279

.25

3G.258

°58'

SA

2

Ø375

2.70%

30.68

84.1

179

.77

39.0

478

.37

78.4

0

3G.3-4°

09'

SA

2

Ø375

2.50%

29.40

82.4

378

.91

69.7

277

.52

77.5

5

3G.4-4°

07'

SA

2

D U

TIL

PR

OP

ELE

CTU

G 1

00m

m IL

77.

5476

.50

2.16

D U

TIL

PR

OP

ELE

CTU

G 1

00m

m IL

77.

4376

.42

9.93

Ø450

1.00%

14.51

77.9

178

.09

99.1

276

.52

76.7

8

3G.545

°20'

JUNCTIO

N LINE 3i

SA

2

ELE

C U

G 5

0mm

IL 7

7.19

76.1

316

.14

Ø450

1.00%

21.99

76.3

277

.58

113.

6376

.29

76.3

8

3G.68°

37'

JUNCTIO

N LINE 3h

MG

SG

76.0

176

.52

135.

6376

.07

76.0

7

3G.7

HW


EXISTING LEVEL

PIT DESIGN LEVEL

INVERT LEVELS

PIPE GRADIENT

PIPE SIZE

DATUM R.L.

DRAINAGE LINE 3g

54.00

D U

TIL

PR

OP

ELE

CTU

G 1

00m

m IL

77.

1776

.39

10.3

8

Ø375

1.00%

13.30

77.6

177

.58

0.00

76.5

0

3H.1

SA

1

76.3

277

.58

13.3

076

.29

76.3

7

3G.6

JUNCTIO

N LINE 3g

MG

SG

DRAINAGE LINE 3h

Sheet No. 6








DESIGN LEVEL

55.00

Ø375

2.50%

15.04

79.4

579

.83

0.00

78.4

4

3I.1

SE

Ø375

2.50%

15.00

78.8

879

.39

15.0

478

.04

78.0

7

3I.2

-2°08

'

SE

Ø375

2.50%

14.96

78.4

278

.96

30.0

477

.63

77.6

6

3I.35°

15'

SE

Ø375

2.50%

14.95

77.8

578

.58

45.0

077

.23

77.2

6

3I.47°

36'

SE

D U

TIL

PR

OP

ELE

CTU

G 1

00m

m IL

77.

4176

.72

9.92

Ø375

1.00%

14.72

77.3

578

.29

59.9

676

.82

76.8

5

3I.5-27

°14'

SE

D U

TIL

PR

OP

ELE

CTU

G 1

00m

m IL

77.

5076

.56

8.80

Ø450

0.50%

10.29

77.8

377

.81

74.6

876

.60

76.6

8

3I.6

108°

15'

SE

77.9

178

.09

84.9

676

.52

76.5

5

3G.5

JUNCTIO

N LINE 3g

SA

2


EXISTING LEVEL

PIT DESIGN LEVEL

INVERT LEVELS

PIPE GRADIENT

PIPE SIZE

DATUM R.L.

DRAINAGE LINE 3i

52.00

Ø450

4.90%

9.5975

.81

75.8

00.

0074

.32

3Z.1

SE

75.3

975

.40

9.59

73.8

573

.85

3Z.2

EX

ISTI

NG

PIT

DRAINAGE LINE 3z

47.00

Ø375

0.50%

15.00

70.8

271

.17

0.00

69.8

0

4A.1

SA

2

Ø375

0.50%

15.00

71.1

071

.46

15.0

069

.70

69.7

3

4A.2

SA

2

E E

LEC

UG

2d

Ø375

0.50%

15.00

70.3

771

.61

30.0

069

.59

69.6

2

4A.3

SA

2

D U

TIL

PR

OP

ELE

CTU

G 1

00m

m IL

70.

96

69.4

81.

23

Ø375

0.50%

6.22

71.1

371

.73

45.0

069

.49

69.5

2

4A.490

°46'

JUNCTIO

N LINE 4b

SA

2

67.7

469

.83

51.2

269

.45

69.4

5

4A.5

HW

DRAINAGE LINE 4a

Sheet No. 7








DESIGN LEVEL

48.00

Ø375

0.73%

15.00

72.4

172

.08

0.00

70.7

0

4B.1

SA

2

Ø375

0.57%

15.00

72.2

271

.96

15.0

070

.56

70.5

9

4B.2

SA

2

Ø375

0.57%

15.00

71.7

471

.85

30.0

070

.45

70.4

8

4B.3

SA

2

71.1

371

.73

45.0

069

.49

70.3

6

4A.4

JUNCTIO

N LINE 4a

SA

2


EXISTING LEVEL

PIT DESIGN LEVEL

INVERT LEVELS

PIPE GRADIENT

PIPE SIZE

DATUM R.L.

DRAINAGE LINE 4b

49.00

Ø450

1.92%

59.97

74.3

974

.36

0.00

72.8

8

4C.1

SA

2

Ø450

1.65%

30.00

73.2

873

.19

59.9

771

.68

71.7

3

4C.22°

18'

SA

2

Ø450

0.50%

15.00

73.0

172

.69

89.9

771

.16

71.1

9

4C.3

SA

2

Ø450

0.50%

15.00

72.9

072

.54

104.

9771

.05

71.0

8

4C.4

SA

2

72.7

872

.43

119.

9770

.98

4C.5

SA

2

DRAINAGE LINE 4c

Sheet No. 8








DESIGN LEVEL

48.00

Ø450

0.57%

15.00

72.7

872

.43

119.

9770

.95

70.9

8

4C.5

SA

2

Ø450

0.57%

15.00

72.6

572

.31

134.

9770

.83

70.8

6

4C.6

SA

2

D U

TIL

PR

OP

ELE

CTU

G 1

00m

m IL

71.

57

70.7

11.

35

Ø450

0.50%

7.73

72.5

572

.19

149.

9770

.72

70.7

5

4C.7-39

°17'

SA

2

70.1

071

.13

157.

7170

.68

70.6

8

4C.8

HW


EXISTING LEVEL

PIT DESIGN LEVEL

INVERT LEVELS

PIPE GRADIENT

PIPE SIZE

DATUM R.L.

DRAINAGE LINE 4c

59.00

Ø450

2.22%

24.34

84.6

784

.11

0.00

82.6

8

6C.1

SE

Ø450

2.00%

22.42

83.7

683

.66

24.3

482

.11

82.1

4

6C.277

°37'

SA

2Ø450

2.00%

20.00

85.5

283

.44

46.7

681

.63

81.6

6

6C.32°

38'

SA

2

Ø450

2.00%

20.00

86.0

183

.21

66.7

581

.20

81.2

3

6C.4-2°

45'

SA

2

Ø450

2.00%

16.52

83.9

582

.89

86.7

580

.77

80.8

0

6C.5-61

°57'

JUNCTIO

N LINE 6d

SA

2

ELE

C U

G IL

81.

7880

.05

6.38

Ø450

2.57%

7.26

80.3

182

.36

103.

2780

.22

80.4

4

6C.6-6°

02'

JUNCTIO

N LINE 6k

SE

82.0

782

.05

110.

5480

.03

6C.7-28

°39'

SE

DRAINAGE LINE 6c

Sheet No. 9








DESIGN LEVEL

56.00

Ø450

13.97%

26.61

82.0

782

.05

110.

5480

.00

80.0

3

6C.7-28

°39'

SE

76.2

876

.73

137.

1576

.28

76.2

8

6C.8

HW


EXISTING LEVEL

PIT DESIGN LEVEL

INVERT LEVELS

PIPE GRADIENT

PIPE SIZE

DATUM R.L.

DRAINAGE LINE 6c

60.00

Ø375

2.50%

12.16

85.5

985

.09

0.00

81.2

9

6D.1

RS

G 1

200x

1200

83.9

582

.89

12.1

680

.77

80.9

9

6C.5

JUNCTIO

N LINE 6c

SA

2

DRAINAGE LINE 6d

62.00

Ø375

1.00%

14.97

84.4

284

.32

0.00

83.0

0

6E.1

SA

2

Ø375

1.35%

19.95

85.5

784

.17

14.9

782

.82

82.8

5

6E.2-5°

13'

SA

2

Ø375

2.27%

28.48

88.1

883

.79

34.9

282

.32

82.5

5

6E.3-6°

28'

SA

2

D U

TIL

PR

OP

ELE

CTU

G 1

00m

m IL

82.

4381

.26

36.5

9D

UTI

L P

RO

P E

LEC

TUG

100

mm

IL 8

2.42

81.2

537

.86

Ø450

0.50%

42.59

83.4

583

.01

63.4

081

.44

81.6

7

6E.421

°24'

JUNCTIO

N LINE 6g

SA

2

83.1

182

.71

105.

9981

.23

6E.5-20

°15'

SA

2

DRAINAGE LINE 6e

Sheet No. 10








DESIGN LEVEL

59.00

Ø450

1.30%

29.01

83.1

182

.71

105.

9981

.20

81.2

3

6E.5-20

°15'

SA

2

ELE

C U

G 5

0mm

IL 8

1.93

80.7

82.

49

Ø450

0.50%

3.50

82.2

682

.16

135.

0080

.79

80.8

2

6E.6-76

°21'

SA

2

81.0

081

.22

138.

5080

.77

80.7

7

6E.7

HW


EXISTING LEVEL

PIT DESIGN LEVEL

INVERT LEVELS

PIPE GRADIENT

PIPE SIZE

DATUM R.L.

DRAINAGE LINE 6e

60.00

Ø375

0.88%

15.00

84.1

684

.25

0.00

82.8

7

6F.1

SE

Ø375

0.54%

15.00

84.2

284

.11

15.0

082

.71

82.7

4

6F.2

-1°50

'

SE

Ø375

0.74%

15.00

84.0

584

.00

30.0

082

.60

82.6

3

6F.3-2°

03'

SE

Ø375

0.61%

10.00

83.8

083

.86

45.0

082

.46

82.4

9

6F.4-1°

45'

SE

83.7

383

.77

55.0

082

.22

82.4

0

6G.1JU

NCTION LI

NE 6g

SE

DRAINAGE LINE 6f

59.00

Ø450

3.55%

21.28

83.7

383

.77

0.00

82.2

2

6G.1JU

NCTION LI

NE 6f

JUNCTIO

N LINE 6h

SE

83.4

583

.01

21.2

881

.44

81.4

7

6E.4

JUNCTIO

N LINE 6e

SA

2

DRAINAGE LINE 6g

63.00

D U

TIL

PR

OP

ELE

CTU

G 1

00m

m IL

83.

8282

.99

3.99

Ø375

2.96%

5.58

84.4

884

.48

0.00

83.1

1

6H.1

SO

1

Ø375

0.67%

17.56

87.4

584

.32

5.58

82.9

282

.95

6H.286

°22'

SE

84.2

484

.17

23.1

482

.80

6H.33°

58'

SA

2

DRAINAGE LINE 6h

Sheet No. 11








DESIGN LEVEL

60.00

Ø375

0.50%

19.95

84.2

484

.17

23.1

482

.77

82.8

0

6H.33°

58'

SA

2

Ø450

0.71%

16.00

84.1

084

.04

43.0

982

.60

82.6

7

6H.4-12

°20'

SA

2

Ø450

1.75%

11.38

83.7

783

.94

59.0

982

.45

82.4

8

6H.5-12

4°41

'

SE

83.7

383

.77

70.4

782

.22

82.2

5

6G.1

JUNCTIO

N LINE 6g

SE


EXISTING LEVEL

PIT DESIGN LEVEL

INVERT LEVELS

PIPE GRADIENT

PIPE SIZE

DATUM R.L.

DRAINAGE LINE 6h

58.00

Ø375

0.96%

10.00

83.1

583

.11

0.00

81.7

4

6K.1

SE

Ø375

0.92%

10.00

83.0

583

.01

10.0

081

.61

81.6

4

6K.2-1°

25'

SE

Ø375

1.13%

10.00

83.0

582

.89

20.0

081

.49

81.5

2

6K.3-1°

25'

SE

Ø375

1.35%

10.00

82.9

782

.74

30.0

081

.35

81.3

8

6K.4-1°

25'

SE

Ø375

1.67%

11.0082

.89

82.5

840

.00

81.1

881

.21

6K.5-1°

29'

SE

80.3

182

.36

51.0

080

.22

81.0

0

6C.6

JUNCTIO

N LINE 6c

SE

DRAINAGE LINE 6k

60.00

D U

TIL

PR

OP

ELE

CTU

G 1

00m

m IL

83.

5082

.49

8.53

Ø375

1.00%

9.66

84.2

283

.74

0.00

82.5

8

6Y.1

SA

2

Ø375

1.00%

18.81

83.9

683

.66

9.66

82.4

582

.48

6Y.2-31

°22'

SA

2

82.5

282

.64

28.4

882

.27

82.2

7

6Y.3

HW

DRAINAGE LINE 6y

Sheet No. 12








DESIGN LEVEL

61.00

Ø375

0.64%

20.00

84.8

284

.26

0.00

82.8

7

8H.1

SE

Ø375

0.50%

20.00

86.4

284

.12

20.0

082

.71

82.7

4

8H.2

SE

Ø375

0.50%

20.00

87.0

284

.09

40.0

082

.58

82.6

1

8H.3

SA

2

85.9

884

.02

60.0

080

.97

82.4

8

8I.2

JUNCTIO

N LINE 8i

SA

2


EXISTING LEVEL

PIT DESIGN LEVEL

INVERT LEVELS

PIPE GRADIENT

PIPE SIZE

DATUM R.L.

DRAINAGE LINE 8h

60.00

Ø375

0.50%

18.75

84.5

383

.89

0.00

82.1

7

8I.1JU

NCTION LI

NE 8j

SA

2

Ø525

0.86%

16.60

85.9

884

.02

18.7

580

.97

82.0

8

8I.278

°46'

JUNCTIO

N LINE 8h

SA

2

81.1

781

.35

35.3

580

.83

80.8

3

8I.3

HW

DRAINAGE LINE 8i

60.00

Ø375

0.50%

23.50

82.1

083

.69

0.00

82.3

2

8J.1

SA

2

84.5

383

.89

23.5

082

.17

82.2

0

8I.1

JUNCTIO

N LINE 8i

SA

2

DRAINAGE LINE 8j

Sheet No. 13








DESIGN LEVEL

60.00

Ø450

0.50%

36.25

84.5

184

.17

0.00

82.7

5

9A.1

SA

1

Ø450

2.54%

8.37

84.1

184

.18

36.2

582

.54

82.5

7

9A.270

°24'

SE

Ø450

0.99%

19.65

84.4

383

.85

44.6

382

.29

82.3

2

9A.3-74

°05'

SA

2

83.5

483

.54

64.2

782

.07

82.1

0

9B.1

JUNCTIO

N LINE 9b

SA

2


EXISTING LEVEL

PIT DESIGN LEVEL

INVERT LEVELS

PIPE GRADIENT

PIPE SIZE

DATUM R.L.

DRAINAGE LINE 9a

59.00

Ø450

1.39%

20.07

83.5

483

.54

0.00

82.0

7

9B.1

JUNCTIO

N LINE 9a

SA

2Ø450

0.50%

19.72

83.0

183

.24

20.0

781

.76

81.7

9

9B.20°

54'

SA

2

Ø450

1.00%

4.62

83.2

083

.11

39.7

981

.63

81.6

6

9B.389

°41'

SA

2

81.6

082

.03

44.4

281

.58

81.5

8

9B.4

HW

DRAINAGE LINE 9b

59.00

Ø375

1.00%

34.91

83.0

883

.05

0.00

81.6

8

11A.1

SA

2

82.9

382

.75

34.9

181

.33

11A.2-99

°51'

SA

2

DRAINAGE LINE 11a

Sheet No. 14








DESIGN LEVEL

55.00

Ø450

1.00%

24.58

82.9

382

.75

34.9

181

.25

81.3

3

11A.2-99

°51'

SA

2

Ø450

1.00%

12.03

83.0

382

.86

59.5

080

.98

81.0

1

11A.313

°57'

SE

D U

TIL

PR

OP

ELE

CTU

G 1

00m

m IL

81.

6780

.57

7.84

Ø450

3.33%

19.44

80.3

382

.46

71.5

380

.83

80.8

6

11A.4-30

°15'

SA

2

Ø450

5.00%

42.19

77.0

281

.72

90.9

780

.15

80.1

8

11A.5-6°

10'

JUNCTIO

N LINE 11

b

FD

Ø450

5.00%

32.86

74.8

179

.79

133.

1678

.01

78.0

4

11A.6-3°

31'

JUNCTIO

N LINE 11

c

FD

Ø525

5.00%

22.64

73.1

778

.29

166.

0176

.29

76.3

7

11A.72°

16'

FD

Ø525

0.50%

2.07

72.3

777

.49

188.

6572

.37

75.1

6

11A.885

°26'

JUNCTIO

N LINE 11

d

FD

72.2

672

.89

190.

7372

.36

72.3

6

11A.9

HW


EXISTING LEVEL

PIT DESIGN LEVEL

INVERT LEVELS

PIPE GRADIENT

PIPE SIZE

DATUM R.L.

DRAINAGE LINE 11a

Sheet No. 15








DESIGN LEVEL

57.00

Ø450

4.02%

25.56

82.8

983

.14

0.00

81.7

5

11B.1

SA

2

D U

TIL

PR

OP

ELE

CTU

G 1

00m

m IL

81.

6780

.60

5.42

Ø450

1.79%

17.61

82.2

182

.51

25.5

680

.69

80.7

2

11B.2-37

°08'

SE

77.0

281

.72

43.1

780

.15

80.3

8

11A.5

JUNCTIO

N LINE 11

a

FD


EXISTING LEVEL

PIT DESIGN LEVEL

INVERT LEVELS

PIPE GRADIENT

PIPE SIZE

DATUM R.L.

DRAINAGE LINE 11b

54.00

Ø450

2.00%

16.11

79.0

679

.94

0.00

78.4

2

11C.1

SA

2

74.8

179

.79

16.1

178

.01

78.0

9

11A.6JU

NCTION LI

NE 11a

FD

DRAINAGE LINE 11c

52.00

Ø450

2.46%

16.08

76.9

777

.52

0.00

76.0

0

11D.1

SA

2

72.3

777

.49

16.0

872

.37

75.6

0

11A.8

JUNCTIO

N LINE 11

a

FD

DRAINAGE LINE 11d

52.00

Ø375

1.00%

25.27

75.7

376

.51

0.00

75.0

3

12A.1

SA

2

Ø375

1.00%

24.73

76.4

176

.41

25.2

774

.75

74.7

8

12A.2

SA

2

76.2

076

.25

50.0

074

.50

12A.3-0°

03'

SA

2

DRAINAGE LINE 12a

Sheet No. 16








DESIGN LEVEL

52.00

Ø375

1.00%

17.63

76.2

076

.25

50.0

074

.47

74.5

0

12A.3-0°

03'

SA

2

D U

TIL

PR

OP

ELE

CTU

G 1

00m

m IL

75.

6174

.23

3.94

Ø375

1.00%

5.94

76.0

376

.03

67.6

374

.27

74.3

0

12A.482

°29'

SA

2

Ø525

1.00%

14.45

75.8

775

.94

73.5

774

.13

74.2

1

12A.5-84

°36'

JUNCTIO

N LINE 12

d

SA

2

75.7

375

.84

88.0

373

.51

73.9

9

12E.7JU

NCTION LI

NE 12e


EXISTING LEVEL

PIT DESIGN LEVEL

INVERT LEVELS

PIPE GRADIENT

PIPE SIZE

DATUM R.L.

DRAINAGE LINE 12a

49.00

Ø375

0.54%

5.10

72.4

073

.07

0.00

71.5

6

12C.1

SA

2

71.2

071

.91

5.10

71.5

471

.54

12C.2

HW

DRAINAGE LINE 12c

52.00

Ø375

1.00%

30.15

76.5

076

.98

0.00

75.5

0

12D.1

SA

2

Ø375

1.00%

29.99

76.3

076

.65

30.1

575

.17

75.2

0

12D.20°

13'

SA

2

Ø375

1.00%

29.76

76.3

276

.36

60.1

474

.84

74.8

7

12D.3-0°

37'

SA

2

D U

TIL

PR

OP

ELE

CTU

G 1

00m

m IL

75.

67

74.5

01.

79

Ø375

1.00%

6.70

76.3

476

.09

89.8

974

.51

74.5

4

12D.4-39

°11'

SA

2

75.9

676

.22

96.5

974

.44

12D.537

°24'

MG

SG

DRAINAGE LINE 12d

Sheet No. 17








DESIGN LEVEL

52.00

D U

TIL

PR

OP

ELE

CTU

G 1

00m

m IL

75.

6074

.29

7.39

Ø450

1.00%

10.19

75.9

676

.22

96.5

974

.37

74.4

4

12D.537

°24'

MG

SG

75.8

775

.94

106.

7874

.13

74.2

7

12A.5JU

NCTION LI

NE 12a

SA

2


EXISTING LEVEL

PIT DESIGN LEVEL

INVERT LEVELS

PIPE GRADIENT

PIPE SIZE

DATUM R.L.

DRAINAGE LINE 12d

52.00

Ø375

1.25%

29.86

72.9

376

.98

0.00

75.5

5

12E.1

FD

Ø375

1.25%

29.99

74.3

876

.65

29.8

675

.15

75.1

8

12E.20°

13'

FD

Ø375

1.25%

30.31

75.3

776

.32

59.8

574

.74

74.7

7

12E.3-0°

37'

FD

Ø375

1.00%

17.44

76.2

475

.99

90.1

674

.33

74.3

6

12E.4-2°

18'

SA

2

Ø450

1.00%

12.85

76.4

875

.90

107.

5974

.08

74.1

6

12E.5-1°

36'

SA

2

Ø375

1.00%

19.34

76.3

775

.86

120.

4473

.93

73.9

6

12E.6-88

°27'

SA

2

Ø600

1.00%

13.55

75.7

375

.84

139.

7873

.51

73.7

3

12E.771

°53'

JUNCTIO

N LINE 12

a

SE

75.7

275

.74

153.

3373

.37

12E.843

°41'

SE

DRAINAGE LINE 12e

Sheet No. 18








DESIGN LEVEL

51.00

Ø600

1.00%

11.12

75.7

275

.74

153.

3373

.34

73.3

7

12E.843

°41'

SE

Ø600

1.00%

14.15

75.4

575

.54

164.

45

73.2

073

.23

12E.9-18

°48'

JUNCTIO

N LINE 12

g

SE

Ø600

1.00%

16.23

75.6

175

.34

178.

60

73.0

373

.06

12E.10-21

°50'

SE

Ø600

1.00%

9.91

75.1

475

.15

194.

83

72.8

472

.87

12E.1153

°05'

SE

Ø600

1.00%

15.99

75.2

274

.90

204.

7472

.71

72.7

4

12E.12-42

°33'

SA

2

Ø675

1.00%

35.84

74.8

374

.60

220.

72

72.4

772

.55

12E.136°

57'

SA

2

Ø750

0.50%

11.2473

.17

73.8

825

6.56

72.0

472

.11

12E.1426

°44'

SA

2

72.2

672

.73

267.

8071

.98

71.9

8

12E.15

HW


EXISTING LEVEL

PIT DESIGN LEVEL

INVERT LEVELS

PIPE GRADIENT

PIPE SIZE

DATUM R.L.

DRAINAGE LINE 12e

52.00

Ø375

2.00%

8.70

76.6

175

.63

0.00

74.2

7

12G.1

SE

75.4

575

.54

8.70

73.2

074

.10

12E.9JU

NCTION LI

NE 12e

SE

DRAINAGE LINE 12g

49.00

Ø375

2.00%

5.35

72.8

572

.70

0.00

70.9

2

12H.1

SA

2

71.1

171

.19

5.35

70.8

170

.81

12H.2

HW

DRAINAGE LINE 12h

Sheet No. 19








DESIGN LEVEL

55.00

Ø375

4.19%

57.93

81.5

681

.55

0.00

80.2

5

13A.1

SA

2

Ø375

4.17%

49.95

79.1

379

.12

57.9

377

.69

77.8

2

13A.24°

06'

SA

2

Ø375

9.24%

19.35

77.0

277

.01

107.

8875

.58

75.6

1

13A.316

°35'

SA

2

75.1

975

.19

127.

2373

.79

73.7

9

13A.4

EX

ISTI

NG

PIT


EXISTING LEVEL

PIT DESIGN LEVEL

INVERT LEVELS

PIPE GRADIENT

PIPE SIZE

DATUM R.L.

DRAINAGE LINE 13a

56.00

Ø375

8.00%

10.87

80.6

081

.50

0.00

78.5

0

14A.1

SA

2

77.5

078

.01

10.8

777

.63

77.6

3

14A.2

HW

DRAINAGE LINE 14a

54.00

Ø375

8.00%

9.50

78.1

279

.17

0.00

76.5

0

14B.1

SA

2

75.7

476

.12

9.50

75.7

475

.74

14B.2

HW

DRAINAGE LINE 14b

Sheet No. 20








DESIGN LEVEL

53.00

Ø375

3.00%

9.84

76.7

377

.10

0.00

75.4

0

14C.1

SA

2

75.6

575

.48

9.84

75.1

075

.10

14C.2

HW


EXISTING LEVEL

PIT DESIGN LEVEL

INVERT LEVELS

PIPE GRADIENT

PIPE SIZE

DATUM R.L.

DRAINAGE LINE 14c

51.00

Ø375

5.00%

19.39

75.2

775

.27

0.00

73.8

5

14D.1

MG

DG

74.2

674

.26

19.3

972

.89

72.8

9

14D.2

EX

ISTI

NG

PIT

DRAINAGE LINE 14d

52.00

Ø375

1.61%

20.00

75.9

176

.30

0.00

74.9

0

15A.1

SA

2

Ø375

0.76%

15.00

75.5

475

.97

20.0

074

.55

74.5

8

15A.2

SA

2

Ø375

0.50%

15.00

75.5

975

.82

35.0

074

.41

74.4

4

15A.3

SA

2

Ø375

0.50%

15.00

75.5

575

.75

50.0

074

.30

74.3

3

15A.4

SA

2

Ø375

0.50%

15.00

75.4

575

.70

65.0

074

.20

74.2

3

15A.5

SA

2

Ø375

0.50%

15.00

75.3

675

.65

80.0

074

.09

74.1

2

15A.6

SA

2

Ø375

0.50%

15.00

75.2

675

.60

95.0

073

.99

74.0

2

15A.7

SA

2

Ø375

0.50%

9.08

75.1

275

.55

110.

0073

.88

73.9

1

15A.8-1°

08'

SA

2

74.9

175

.66

119.

0873

.84

15A.91°

38'

SA

2

DRAINAGE LINE 15a

Sheet No. 21








DESIGN LEVEL

51.00

Ø375

0.50%

20.92

74.9

175

.66

119.

0873

.81

73.8

4

15A.91°

38'

SA

2

Ø375

0.50%

15.00

74.7

675

.44

140.

0073

.67

73.7

0

15A.10-0°

30'

SA

2

Ø375

0.50%

15.00

74.9

175

.37

155.

0073

.57

73.6

0

15A.11

SA

2

75.0

975

.27

170.

0073

.45

73.4

9

15B.3

JUNCTIO

N LINE 15

b

SA

2


EXISTING LEVEL

PIT DESIGN LEVEL

INVERT LEVELS

PIPE GRADIENT

PIPE SIZE

DATUM R.L.

DRAINAGE LINE 15a

50.00

Ø375

0.50%

17.94

75.2

875

.04

0.00

73.6

7

15B.1

SA

2

Ø375

0.50%

15.00

75.1

375

.17

17.9

473

.55

73.5

8

15B.2

SA

2

Ø450

0.50%

24.89

75.0

975

.27

32.9

473

.45

73.4

8

15B.3-94

°50'

JUNCTIO

N LINE 15

a

SA

2

Ø450

7.43%

25.58

75.2

174

.96

57.8

372

.54

73.3

2

15B.410

°45'

JUNCTIO

N LINE 15

c

JUNCTIO

N LINE 15

d

SA

2

73.1

973

.19

83.4

170

.64

70.6

4

15B.5

EX

ISTI

NG

PIT

DRAINAGE LINE 15b

Sheet No. 22








DESIGN LEVEL

51.00

Ø375

1.64%

21.01

76.3

076

.22

0.00

74.8

4

15C.1

SA

2

Ø375

0.62%

14.98

75.8

975

.87

21.0

174

.46

74.4

9

15C.20°

15'

SA

2

Ø375

0.84%

15.94

75.7

275

.69

35.9

974

.34

74.3

7

15C.34°

39'

SA

2

Ø450

0.50%

45.60

75.5

075

.49

51.9

374

.04

74.2

1

15C.4-7°

05'

SA

2

Ø450

0.50%

22.34

75.3

875

.38

97.5

373

.78

73.8

1

15C.5

2°11

'

SA

2

Ø450

0.50%

8.39

75.3

175

.24

119.

8773

.64

73.6

7

15C.6-0°

10'

SA

2

Ø450

0.50%

15.00

75.2

275

.17

128.

2673

.56

73.5

9

15C.7

SA

2

Ø450

0.50%

15.00

75.1

175

.07

143.

2673

.46

73.4

9

15C.8

SA

2

Ø450

0.50%

15.00

75.2

275

.02

158.

2673

.35

73.3

8

15C.9

SA

2

75.2

174

.96

173.

2672

.54

73.2

8

15B.4JU

NCTION LI

NE 15b

SA

2


EXISTING LEVEL

PIT DESIGN LEVEL

INVERT LEVELS

PIPE GRADIENT

PIPE SIZE

DATUM R.L.

DRAINAGE LINE 15c

Sheet No. 23








DESIGN LEVEL

51.00

Ø375

0.50%

15.00

75.0

474

.85

0.00

73.4

8

15D.1

SA

2

Ø375

0.50%

15.00

75.1

374

.91

15.0

073

.37

73.4

0

15D.2

SA

2

75.2

174

.96

30.0

072

.54

73.3

0

15B.4JU

NCTION LI

NE 15b

SA

2


EXISTING LEVEL

PIT DESIGN LEVEL

INVERT LEVELS

PIPE GRADIENT

PIPE SIZE

DATUM R.L.

DRAINAGE LINE 15d

50.00

Ø375

1.00%

15.00

74.9

574

.79

0.00

73.4

2

17C.1

SA

2

ELE

C U

G 2

80m

m IL

73.

5772

.95

3.69

Ø375

1.00%

17.95

74.8

374

.74

15.0

072

.98

73.2

7

17C.2-0°

04'

SA

2

74.7

774

.67

32.9

571

.25

72.8

0

17D.4JU

NCTION LI

NE 17d

SA

2

DRAINAGE LINE 17c

50.00

Ø375

3.11%

3.31

74.9

974

.99

0.00

73.6

0

17D.1

MG

SG

Ø450

0.50%

24.60

74.8

774

.71

3.31

73.2

973

.50

17D.2-28

°13'

SA

2

Ø450

0.50%

12.05

74.6

674

.62

27.9

173

.14

73.1

7

17D.389

°08'

SA

2

ELE

C U

G 1

00m

m IL

73.

36

71.2

40.

78

Ø450

0.50%

3.11

74.7

774

.67

39.9

671

.25

73.0

8

17D.4-82

°37'

JUNCTIO

N LINE 17

c

SA

2

73.5

273

.52

43.0

771

.22

71.2

3

17D.5

EX

ISTI

NG

PIT

DRAINAGE LINE 17d

50.00

Ø375

1.00%

14.99

74.5

174

.57

0.00

72.9

6

18A.1

SA

2

Ø375

1.00%

14.99

74.4

974

.51

14.9

972

.78

72.8

1

18A.21°

22'

SA

2

74.4

574

.43

72.6

3

18A.3

5°06

'

SA

2

DRAINAGE LINE 18a

Sheet No. 24








DESIGN LEVEL

48.00

Ø375

1.00%

20.00

74.4

574

.43

29.9

772

.60

72.6

3

18A.35°

06'

SA

2

Ø375

1.25%

20.00

74.2

474

.23

49.9

772

.37

72.4

0

18A.40°

05'

SA

2

Ø450

2.00%

20.00

73.9

773

.95

69.9

772

.05

72.1

2

18A.5

SA

2

Ø450

2.00%

20.00

73.5

673

.55

89.9

771

.62

71.6

5

18A.6

SA

2

Ø450

2.00%

20.00

73.1

173

.13

109.

9771

.19

71.2

2

18A.7

SA

2

Ø450

2.50%

20.0072

.56

72.5

912

9.97

70.7

670

.79

18A.8

SA

2

Ø450

2.50%

25.00

71.9

872

.01

149.

9770

.23

70.2

6

18A.9

SA

2

Ø450

2.50%

22.00

71.4

671

.44

174.

9769

.57

69.6

0

18A.10-0°

01'

SA

2

71.1

671

.18

196.

9769

.02

18A.1124

°08'

SA

2


EXISTING LEVEL

PIT DESIGN LEVEL

INVERT LEVELS

PIPE GRADIENT

PIPE SIZE

DATUM R.L.

DRAINAGE LINE 18a

Sheet No. 25








DESIGN LEVEL

45.00

Ø450

5.00%

17.45

71.1

671

.18

196.

9768

.99

69.0

2

18A.1124

°08'

SA

2

Ø450

5.00%

31.52

69.4

269

.42

214.

4268

.09

68.1

2

18A.12-28

°38'

IP

Ø525

1.00%

25.78

67.8

067

.80

245.

9465

.50

66.5

2

18A.1313

°60'

RS

G 1

200x

1200

65.1

465

.77

271.

7265

.24

65.2

4

18A.14

JB


EXISTING LEVEL

PIT DESIGN LEVEL

INVERT LEVELS

PIPE GRADIENT

PIPE SIZE

DATUM R.L.

DRAINAGE LINE 18a

51.00

Ø375

0.84%

26.00

75.8

974

.55

0.00

73.1

8

19A.1

SA

2

Ø375

1.25%

23.00

77.0

374

.33

26.0

072

.93

72.9

6

19A.2

SA

2

Ø375

1.85%

30.00

77.0

274

.01

49.0

072

.61

72.6

4

19A.3

SA

2

75.4

173

.42

79.0

072

.06

19A.4

SA

2

DRAINAGE LINE 19a

Sheet No. 26








DESIGN LEVEL

47.00

Ø375

2.54%

39.79

75.4

173

.42

79.0

072

.03

72.0

6

19A.4

SA

2

Ø375

2.10%

68.69

72.4

272

.38

118.

7970

.99

71.0

2

19A.5

-0°10

'

SA

2

Ø375

1.17%

20.49

70.8

770

.87

187.

4869

.51

69.5

4

19A.6-2°

17'

SA

2

Ø450

5.00%

13.75

70.4

870

.61

207.

9766

.69

69.2

7

19A.7-82

°02'

JUNCTIO

N LINE 19

b

SA

2

Ø450

1.00%

26.25

66.8

866

.88

221.

7165

.56

66.0

0

19A.868

°03'

IP

65.5

865

.75

247.

9765

.30

65.3

0

19A.9

HW


EXISTING LEVEL

PIT DESIGN LEVEL

INVERT LEVELS

PIPE GRADIENT

PIPE SIZE

DATUM R.L.

DRAINAGE LINE 19a

Sheet No. 27








DESIGN LEVEL

46.00

Ø450

1.39%

11.99

71.0

971

.04

0.00

69.5

9

19B.1

SE

Ø450

2.00%

11.30

70.9

270

.87

11.9

969

.39

69.4

2

19B.2-97

°46'

SE

70.4

870

.61

23.2

966

.69

69.1

7

19A.7JU

NCTION LI

NE 19a

SA

2


EXISTING LEVEL

PIT DESIGN LEVEL

INVERT LEVELS

PIPE GRADIENT

PIPE SIZE

DATUM R.L.

DRAINAGE LINE 19b

46.00

Ø375

0.71%

16.00

70.6

570

.70

0.00

69.3

2

19C.1

SE

Ø375

0.50%

12.00

70.5

570

.58

16.0

069

.18

69.2

1

19C.2-1°

15'

SE

Ø450

4.29%

11.93

70.4

670

.49

28.0

069

.03

69.1

2

19C.3-73

°57'

SE

Ø450

5.00%

6.96

69.4

670

.04

39.9

368

.49

68.5

2

19C.4-15

°21'

JUNCTIO

N LINE 19

d

SA

2

67.7

568

.59

46.8

968

.14

68.1

4

19C.5

HW

DRAINAGE LINE 19c

46.00

Ø375

0.86%

25.43

70.0

070

.27

0.00

68.9

2

19D.1

SA

2

69.4

670

.04

25.4

368

.49

68.7

1

19C.4JU

NCTION LI

NE 19c

SA

2

DRAINAGE LINE 19d

47.00

Ø450

0.80%

7.71

70.3

670

.38

0.00

68.9

6

19E.1

SA

2

Ø450

0.50%

18.00

70.3

270

.37

7.71

68.8

768

.90

19E.287

°40'

SE

Ø450

0.50%

16.00

70.2

070

.24

25.7

168

.75

68.7

8

19E.3-1°

31'

SE

E S

EW

ER

2d

70.0

970

.13

41.7

168

.67

19E.4-2°

05'

SE

DRAINAGE LINE 19e

Sheet No. 28








DESIGN LEVEL

46.00

Ø450

0.62%

31.00

70.0

970

.13

41.7

168

.64

68.6

7

19E.4-2°

05'

SE

Ø450

2.77%

20.15

69.8

869

.89

72.7

168

.42

68.4

5

19E.5-39

°51'

SE

Ø450

3.00%

17.55

69.1

669

.37

92.8

667

.83

67.8

6

19E.6-62

°14'

JUNCTIO

N LINE 19

f

SA

2

67.8

267

.75

110.

4167

.30

67.3

0

19E.7

HW


EXISTING LEVEL

PIT DESIGN LEVEL

INVERT LEVELS

PIPE GRADIENT

PIPE SIZE

DATUM R.L.

DRAINAGE LINE 19e

46.00

Ø375

0.69%

15.49

69.4

869

.92

0.00

68.5

7

19F.1

SA

2

Ø375

0.55%

14.48

69.0

669

.81

15.4

968

.43

68.4

6

19F.2-1°

26'

SA

2

E S

EW

ER

2d

Ø375

0.54%

14.99

69.0

369

.70

29.9

768

.32

68.3

5

19F.3-1°

24'

SA

2

Ø375

0.54%

14.99

68.8

969

.59

44.9

668

.21

68.2

4

19F.4-1°

26'

SA

2

Ø375

0.54%

14.99

68.9

569

.48

59.9

568

.10

68.1

3

19F.5-1°

26'

SA

2

69.1

669

.37

74.9

467

.83

68.0

2

19E.6JU

NCTION LI

NE 19e

SA

2

DRAINAGE LINE 19f

Sheet No. 29








DESIGN LEVEL

45.00

Ø375

0.70%

14.99

69.3

769

.26

0.00

67.9

0

20A.1

SA

2

Ø375

0.54%

14.98

69.2

369

.15

14.9

967

.76

67.7

9

20A.2-1°

26'

SA

2

Ø375

0.54%

15.08

68.9

969

.04

29.9

667

.65

67.6

8

20A.3-1°

26'

SA

2

Ø375

0.63%

14.91

68.9

068

.92

45.0

467

.54

67.5

7

20A.4-1°

19'

SA

2

Ø375

0.58%

15.00

68.8

268

.81

59.9

567

.42

67.4

5

20A.5-0°

15'

SA

2

Ø375

0.53%

15.09

68.6

968

.70

74.9

567

.30

67.3

3

20A.6

SA

2

Ø450

0.50%

15.00

68.5

868

.59

90.0

467

.11

67.2

2

20A.7JU

NCTION LI

NE 20b

SA

2

Ø450

0.50%

15.00

68.4

868

.48

105.

0467

.00

67.0

3

20A.8

SA

2

Ø450

0.53%

15.00

68.4

068

.37

120.

0466

.90

66.9

3

20A.9

SA

2

Ø450

0.50%

15.00

68.2

968

.26

135.

0466

.79

66.8

2

20A.10

SA

2

Ø450

0.50%

5.61

68.1

968

.16

150.

0466

.68

66.7

1

20A.111°

07'

SA

2

68.1

568

.13

155.

6566

.65

66.6

5

20D.5

SA

2


EXISTING LEVEL

PIT DESIGN LEVEL

INVERT LEVELS

PIPE GRADIENT

PIPE SIZE

DATUM R.L.

DRAINAGE LINE 20a

Sheet No. 30








DESIGN LEVEL

45.00

Ø375

0.74%

28.00

69.6

669

.70

0.00

68.3

2

20B.1

SE

Ø375

0.60%

22.00

69.4

769

.48

28.0

068

.09

68.1

2

20B.2

-2°14

'

SE

Ø375

0.50%

25.00

69.3

469

.32

50.0

067

.93

67.9

6

20B.3-2°

37'

SE

Ø375

0.76%

15.00

69.1

269

.24

74.9

967

.77

67.8

0

20B.4-0°

02'

SE

Ø450

2.23%

14.61

68.9

969

.03

89.9

967

.46

67.6

6

20B.5-66

°58'

JUNCTIO

N LINE 20

k

SE

68.5

868

.59

104.

6067

.11

67.1

4

20A.7JU

NCTION LI

NE 20a

SA

2


EXISTING LEVEL

PIT DESIGN LEVEL

INVERT LEVELS

PIPE GRADIENT

PIPE SIZE

DATUM R.L.

DRAINAGE LINE 20b

44.00

Ø375

0.50%

9.39

68.0

968

.06

0.00

66.6

9

20C.1

SA

2

68.1

568

.13

9.39

66.6

466

.64

20D.5

SA

2

DRAINAGE LINE 20c

44.00

Ø375

2.57%

27.89

68.5

568

.50

0.00

67.1

2

20E.1

SA

2

67.7

868

.11

27.8

966

.41

66.4

1

20D.4

EX

ISTI

NG

PIT

DRAINAGE LINE 20e

Sheet No. 31








DESIGN LEVEL

0.50%

8.02

69.0

968

.95

62.6

867

.53

67.5

8

20K.5-87

°38'

SA

2

68.9

969

.03

70.6

967

.46

67.4

9

20B.5JU

NCTION LI

NE 20b

SE

DRAINAGE LINE 20k

Sheet No. 32




43.00

Ø375

8.00%

6.07

68.0

167

.96

0.00

65.7

9

20H.1

SA

2

66.4

466

.71

6.07

65.3

065

.30

20G.6IP


EXISTING LEVEL

PIT DESIGN LEVEL

INVERT LEVELS

PIPE GRADIENT

PIPE SIZE

DATUM R.L.

DRAINAGE LINE 20h

44.00

Ø375

8.00%

3.72

67.9

167

.85

0.00

66.3

0

20I.1

SA

2

67.0

967

.46

3.72

66.0

066

.00

20G.5

IP

DRAINAGE LINE 20i

45.00

Ø375

0.54%

16.01

69.7

869

.58

0.00

68.2

0

20K.1

SA

2

Ø375

0.73%

16.01

69.6

869

.49

16.0

168

.08

68.1

1

20K.2-1°

25'

SA

2

Ø375

1.09%

16.01

69.5

369

.34

32.0

267

.93

67.9

6

20K.3-1°

19'

SA

2

Ø375

0.99%

14.65

69.3

569

.13

48.0

367

.73

67.7

6

20K.4

-0°04

'

SA

2

Ø450

19.2

365

.12

65.1

5

22B.2

-1°29

'

SA

2

E G

AS

2d

66.3

066

.29

45.9

664

.98

22B.3

SA

2

DRAINAGE LINE 22b

43.00

WA

TER

250

mm

IL 6

5.77

65.2

32.

95

Ø375

0.52%

19.23

65.9

166

.29

0.00

65.2

5

22B.1

EX

ISTI

NG

PIT

E C

OM

MS

2d

GA

S 1

00m

m IL

65.

8265

.09

6.01

D U

TIL

PR

OP

ELE

CTU

G 1

00m

m IL

66.

0265

.07

8.78

Ø375

0.52%

26.73

66.7

366

.58





DESIGN LEVEL

65.5

165

.63

75.0

064

.24

22C.4

SA

2

DRAINAGE LINE 22c

Sheet No. 33




DRAINAGE LINE 22b

42.00

Ø375

1.17%

25.00

66.4

566

.44

0.00

65.0

6

22C.1

SA

2

E G

AS

2d

D U

TIL

PR

OP

ELE

CTU

G IL

65.

5964

.65

8.27

Ø375

1.08%

25.00

66.1

066

.13

25.0

064

.73

64.7

6

22C.2

SA

2

D U

TIL

PR

OP

ELE

CTU

G 1

00m

m IL

65.

1364

.31

15.1

1

Ø375

0.78%

25.00

65.8

765

.83

50.0

064

.43

64.4

6

22C.3

SA

2

JUNCTIO

N LINE 22

c

-53°2

3'

SA

2

63.8

165

.54

118.

8963

.81

63.8

1

22F.1


EXISTING LEVEL

PIT DESIGN LEVEL

INVERT LEVELS

PIPE GRADIENT

PIPE SIZE

DATUM R.L.

DRAINAGE LINE 22b

42.00

D U

TIL

PR

OP

ELE

CTU

G IL

65.

5764

.86

17.3

2

Ø375

0.52%

25.00

66.3

066

.29

45.9

664

.95

64.9

8

22B.3

SA

2

E G

AS

2d

Ø375

0.61%

25.00

65.9

665

.98

70.9

664

.79

64.8

2

22B.4

SA

2

D U

TIL

PR

OP

ELE

CTU

G 1

00m

m IL

64.

9664

.46

12.7

7

Ø375

1.33%

18.72

65.7

665

.68

95.9

664

.64

64.6

4

22B.5

SA

2

E G

AS

2d

WA

TER

150

mm

IL 6

4.94

63.8

31.

43G

AS

350

mm

IL 6

4.38

63.8

23.

32

WA

TER

50m

m IL

64.

96

63.8

23.

57

Ø450

0.50%

4.21

65.6

065

.59

114.

6863

.83

64.3

9

22B.648

°55'





DESIGN LEVEL

42.00

Ø375

0.50%

11.25

65.5

165

.63

75.0

064

.21

64.2

4

22C.4

SA

2

E G

AS

2d

Ø450

0.50%

23.68

65.3

965

.59

86.2

564

.01

64.1

5

22C.5

101°

59'

JUNCTIO

N LINE 22

e

SA

2

65.6

065

.59

109.

9463

.83

63.8

9

22B.6

JUNCTIO

N LINE 22

b

SA

2


EXISTING LEVEL

PIT DESIGN LEVEL

INVERT LEVELS

PIPE GRADIENT

PIPE SIZE

DATUM R.L.

DRAINAGE LINE 22c

42.00

D U

TIL

PR

OP

ELE

CTU

G IL

65.

3764

.69

1.37

D U

TIL

PR

OP

ELE

CTU

G 1

00m

m IL

65.

1864

.62

13.9

1

Ø375

0.56%

26.99

66.0

666

.07

0.00

64.7

0

22E.1

SE

D U

TIL

PR

OP

WA

TER

250

mm

IL 6

3.75

64.3

65.

36

Ø450

1.23%

15.24

65.8

865

.91

26.9

964

.43

64.5

4

22E.239

°28'

SE

Ø450

0.67%

12.00

65.2

265

.67

42.2

464

.19

64.2

4

22E.3-40

°33'

SA

2

E G

AS

2d

Ø450

0.50%

8.7965

.30

65.5

854

.24

64.0

864

.11

22E.4

SA

2

65.3

965

.59

63.0

364

.01

64.0

4

22C.5

JUNCTIO

N LINE 22

c

SA

2

DRAINAGE LINE 22e

42.00

D U

TIL

PR

OP

ELE

CTU

G 1

00m

m IL

65.

4364

.65

9.37

Ø375

0.70%

15.00

66.4

666

.09

0.00

64.7

2

23A.1

SE

Ø375

1.06%

16.96

66.3

965

.98

15.0

064

.58

64.6

1

23A.24°

18'

SE

D U

TIL

PR

OP

ELE

CTU

G 1

00m

m IL

65.

0664

.11

11.0

1

Ø450

1.48%

18.00

66.0

865

.77

31.9

664

.27

64.4

0

23A.34°

15'JU

NCTION LI

NE 23g

SE

65.6

165

.45

49.9

564

.00

23A.40°

47'

SE

DRAINAGE LINE 23a

Sheet No. 34








DESIGN LEVEL

41.00

Ø450

1.81%

8.00

65.6

165

.45

49.9

563

.97

64.0

0

23A.40°

47'

SE

Ø450

1.00%

15.60

65.3

865

.28

57.9

563

.77

63.8

3

23A.599

°03'

JUNCTIO

N LINE 23

h

SE

65.3

065

.20

73.5

563

.19

63.6

2

23D.1

JUNCTIO

N LINE 23

d

SA

2


EXISTING LEVEL

PIT DESIGN LEVEL

INVERT LEVELS

PIPE GRADIENT

PIPE SIZE

DATUM R.L.

DRAINAGE LINE 23a

41.00

D U

TIL

PR

OP

WA

TER

250

mm

IL 6

4.56

63.8

632

.57

Ø375

0.50%

36.53

65.6

065

.59

0.00

64.0

2

22B.6JU

NCTION LI

NE 22c

SA

2

E G

AS

2d

D U

TIL

PR

OP

ELE

CTU

G 1

00m

m IL

65.

1563

.76

10.6

4

D U

TIL

PR

OP

ELE

CTU

G IL

65.

3363

.63

35.7

1

D U

TIL

PR

OP

ELE

CTU

G 1

00m

m IL

65.

2463

.46

69.1

3

Ø375

0.50%

73.27

65.8

665

.79

36.5

363

.81

63.8

4

23C.21°

03'

SA

2

E G

AS

2d

65.8

465

.79

109.

8163

.44

23C.34°

13'

SA

2

DRAINAGE LINE 23c

Sheet No. 35


DRAINAGE DESIGNPRELIMINARYNOT TO BE USED FOR CONSTRUCTION





DESIGN LEVEL

LONGITUDINAL SECTIONS

41.00

D U

TIL

PR

OP

WA

TER

250

mm

IL 6

4.82

63.3

317

.01

D U

TIL

PR

OP

WA

TER

250

mm

IL 6

4.81

63.3

218

.21

D U

TIL

PR

OP

ELE

CTU

G 1

00m

m IL

64.

7863

.25

33.5

1

Ø375

0.50%

38.48

65.8

465

.79

109.

8163

.41

63.4

4

23C.34°

13'

SA

2

65.3

065

.20

148.

2863

.19

63.2

2

23D.1JU

NCTION LI

NE 23d

SA

2


EXISTING LEVEL

PIT DESIGN LEVEL

INVERT LEVELS

PIPE GRADIENT

PIPE SIZE

DATUM R.L.

DRAINAGE LINE 23c

41.00

D U

TIL

PR

OP

ELE

CTU

G 1

00m

m IL

64.

2563

.09

20.6

1

Ø450

0.50%

36.96

65.3

065

.20

0.00

63.1

9

23D.1JU

NCTION LI

NE 23a

JUNCTIO

N LINE 23

c

SA

2

E C

OM

MS

2d

E G

AS

2d

64.3

964

.45

36.9

662

.32

63.0

1

23E.1

JUNCTIO

N LINE 23

e

SA

1

DRAINAGE LINE 23d

40.00

D U

TIL

PR

OP

WA

TER

250

mm

IL 6

3.41

62.3

02.

14G

AS

350

mm

IL 6

2.81

62.2

83.

92

Ø450

1.00%

13.0464

.39

64.4

50.

0062

.32

23E.1JU

NCTION LI

NE 23d

SA

1

E C

OM

MS

2d

63.6

163

.55

13.0

462

.16

62.1

9

23F.1

JUNCTIO

N LINE 23

f

SA

1

DRAINAGE LINE 23e

Sheet No. 36








DESIGN LEVEL

38.00

WA

TER

50m

m IL

62.

4961

.25

19.5

9

WA

TER

50m

m IL

62.

0060

.76

29.8

4

Ø450

4.72%

70.59

63.6

163

.55

0.00

62.1

6

23F.1JU

NCTION LI

NE 23e

SA

1

Ø450

6.79%

10.58

60.3

160

.31

70.5

958

.73

58.8

3

23F.235

°55'

EX

ISTI

NG

PIT

59.5

959

.59

81.1

758

.01

58.0

1

23F.3

EX

ISTI

NG

PIT


EXISTING LEVEL

PIT DESIGN LEVEL

INVERT LEVELS

PIPE GRADIENT

PIPE SIZE

DATUM R.L.

DRAINAGE LINE 23f

42.00

Ø450

1.81%

10.88

65.9

565

.91

0.00

64.5

0

23G.1

SA

2

66.0

865

.77

10.8

864

.27

64.3

0

23A.3JU

NCTION LI

NE 23a

SE

DRAINAGE LINE 23g

41.00

Ø450

0.80%

11.26

65.2

565

.46

0.00

63.8

9

23H.1

SA

2

65.3

865

.28

11.2

663

.77

63.8

0

23A.5JU

NCTION LI

NE 23a

SE

DRAINAGE LINE 23h

40.00

Ø375

1.45%

30.00

64.0

364

.00

0.00

62.5

8

24A.1

SA

2

E G

AS

2d

63.5

263

.55

30.0

062

.14

24A.2

SA

2

DRAINAGE LINE 24a

Sheet No. 37








DESIGN LEVEL

37.00

Ø375

0.50%

20.00

63.5

263

.55

30.0

062

.11

62.1

4

24A.2

SA

2

GA

S 3

50m

m IL

60.

8661

.42

13.3

9

Ø375

4.11%

16.59

63.3

263

.40

50.0

061

.98

62.0

1

24A.3-34

°49'

SA

2

E C

OM

MS

2d

E C

OM

MS

2d

Ø375

5.63%

53.16

62.2

562

.39

66.5

960

.59

61.3

0

24A.4-56

°26'

SA

1

Ø375

4.13%

33.39

59.3

459

.34

119.

7457

.57

57.6

0

24A.5

0°29

'

SA

2

57.6

657

.66

153.

1356

.19

56.1

9

24A.6

EX

ISTI

NG

PIT


EXISTING LEVEL

PIT DESIGN LEVEL

INVERT LEVELS

PIPE GRADIENT

PIPE SIZE

DATUM R.L.

DRAINAGE LINE 24a

39.00

D U

TIL

PR

OP

ELE

CTU

G 1

00m

m IL

62.

4961

.50

4.70

Ø375

0.50%

33.55

62.9

262

.90

0.00

61.5

2

25B.1

SA

2

62.7

862

.75

33.5

561

.35

25B.2

SA

2

DRAINAGE LINE 25b

Sheet No. 38








DESIGN LEVEL

38.00

D U

TIL

PR

OP

ELE

CTU

G 1

00m

m IL

62.

1961

.26

13.7

6

Ø375

0.50%

38.79

62.7

862

.75

33.5

561

.32

61.3

5

25B.2

SA

2

D U

TIL

PR

OP

ELE

CTU

G 1

00m

m IL

61.

9660

.96

12.5

2D

UTI

L P

RO

P E

LEC

TUG

100

mm

IL 6

1.94

60.9

414

.37

Ø375

1.13%

44.58

61.7

762

.51

72.3

461

.10

61.1

3

25B.3-2°

21'

EX

ISTI

NG

PIT

D U

TIL

PR

OP

ELE

CTU

G 1

00m

m IL

61.

0360

.15

16.2

2D

UTI

L P

RO

P E

LEC

TUG

100

mm

IL 6

1.02

60.1

416

.38

Ø375

2.58%

42.52

61.8

161

.99

116.

9260

.57

60.6

0

25B.4

-5°60

'

EX

ISTI

NG

PIT

Ø375

0.58%

33.62

60.1

660

.88

159.

4459

.44

59.4

7

25B.5-6°

55'

EX

ISTI

NG

PIT

59.2

160

.67

193.

0559

.25

59.2

5

25F.1

JUNCTIO

N LINE 26

a

SA

2


EXISTING LEVEL

PIT DESIGN LEVEL

INVERT LEVELS

PIPE GRADIENT

PIPE SIZE

DATUM R.L.

DRAINAGE LINE 25b

Sheet No. 39








DESIGN LEVEL

39.00

Ø375

0.61%

30.00

63.6

163

.59

0.00

62.2

0

25C.1

SA

2

D U

TIL

PR

OP

ELE

CTU

G 1

00m

m IL

62.

7461

.95

8.00

Ø375

0.50%

40.00

63.4

463

.40

30.0

061

.98

62.0

1

25C.2

SA

2

D U

TIL

PR

OP

ELE

CTU

G 1

00m

m IL

62.

8061

.70

11.6

7

Ø375

0.50%

40.00

63.3

763

.23

70.0

061

.75

61.7

8

25C.3

SA

2

D U

TIL

PR

OP

ELE

CTU

G 1

00m

m IL

62.

7761

.48

9.72

D U

TIL

PR

OP

ELE

CTU

G 1

00m

m IL

62.

7361

.39

27.1

1

Ø375

0.50%

31.02

63.4

863

.05

110.

0061

.52

61.5

5

25C.4-0°

27'

SA

2

D U

TIL

PR

OP

ELE

CTU

G 1

00m

m IL

62.

1661

.22

23.3

2

Ø375

0.50%

26.03

63.0

263

.13

141.

0261

.34

61.3

7

25C.5-3°

30'

SA

2

62.3

962

.66

167.

0461

.21

25C.6-3°

45'

SA

2


EXISTING LEVEL

PIT DESIGN LEVEL

INVERT LEVELS

PIPE GRADIENT

PIPE SIZE

DATUM R.L.

DRAINAGE LINE 25c

Sheet No. 40








DESIGN LEVEL

38.00

Ø375

1.51%

25.03

62.3

962

.66

167.

0461

.18

61.2

1

25C.6-3°

45'

SA

2

D U

TIL

PR

OP

ELE

CTU

G 1

00m

m IL

61.

4160

.69

4.77

Ø375

1.86%

29.03

61.7

362

.17

192.

0760

.77

60.8

0

25C.7-3°

58'

SA

2

Ø375

0.50%

25.45

61.3

461

.60

221.

1060

.13

60.2

3

25C.8-3°

60'

SA

2

60.7

961

.28

246.

5559

.97

60.0

0

25E.2JU

NCTION LI

NE 25e

SA

2


EXISTING LEVEL

PIT DESIGN LEVEL

INVERT LEVELS

PIPE GRADIENT

PIPE SIZE

DATUM R.L.

DRAINAGE LINE 25c

37.00

D U

TIL

PR

OP

ELE

CTU

G 1

00m

m IL

60.

3659

.86

3.90

Ø375

0.50%

19.00

60.9

561

.07

0.00

59.8

8

25D.1

SE

Ø375

0.50%

12.00

60.8

560

.99

19.0

059

.75

59.7

8

25D.22°

21'

SE

60.9

061

.03

31.0

059

.66

59.6

9

25E.3JU

NCTION LI

NE 25e

SE

DRAINAGE LINE 25d

37.00

D U

TIL

PR

OP

ELE

CTU

G 1

00m

m IL

60.

6860

.09

2.64

Ø675

2.50%

6.16

60.6

860

.83

0.00

60.1

6

25E.1

HW

Ø675

2.50%

11.21

60.7

961

.28

6.16

59.9

760

.00

25E.2JU

NCTION LI

NE 25c

JUNCTIO

N LINE 25

z

SA

2

Ø675

2.50%

17.15

60.9

061

.03

17.3

759

.66

59.6

9

25E.3JU

NCTION LI

NE 25d

JUNCTIO

N LINE 25

y

SE

59.2

160

.67

34.5

259

.25

59.2

4

25F.1

JUNCTIO

N LINE 26

a

SA

2

DRAINAGE LINE 25e

Sheet No. 41








DESIGN LEVEL

38.00

Ø375

1.90%

23.99

62.9

462

.89

0.00

61.5

1

25Y.1

SE

D U

TIL

PR

OP

ELE

CTU

G 1

00m

m IL

61.

7260

.95

4.44

D U

TIL

PR

OP

ELE

CTU

G 1

00m

m IL

61.

2660

.62

23.8

9

Ø375

1.91%

25.00

62.4

162

.43

23.9

961

.03

61.0

6

25Y.2-3°

42'

SE

Ø375

1.91%

27.99

61.8

261

.92

48.9

960

.52

60.5

5

25Y.3-4°

00'

SE

Ø375

1.05%

25.00

61.2

261

.35

76.9

859

.96

59.9

9

25Y.4-4°

00'

SE

60.9

061

.03

101.

9859

.66

59.6

9

25E.3JU

NCTION LI

NE 25e

SE


EXISTING LEVEL

PIT DESIGN LEVEL

INVERT LEVELS

PIPE GRADIENT

PIPE SIZE

DATUM R.L.

DRAINAGE LINE 25y

37.00

Ø375

0.50%

19.02

60.9

461

.32

0.00

60.1

9

25Z.1

SA

2

Ø375

0.50%

12.59

60.7

561

.24

19.0

260

.07

60.1

0

25Z.22°

19'

SA

2

60.7

961

.28

31.6

259

.97

60.0

0

25E.2

JUNCTIO

N LINE 25

e

SA

2

DRAINAGE LINE 25z

37.00

Ø525

1.49%

19.73

59.2

160

.67

0.00

59.2

5

25F.1

JUNCTIO

N LINE 25

b

JUNCTIO

N LINE 25

e

SA

2

60.4

160

.38

19.7

358

.95

26A.2

-3°18

'

SA

2

DRAINAGE LINE 26a

Sheet No. 42








DESIGN LEVEL

34.00

D U

TIL

PR

OP

ELE

CTU

G 1

00m

m IL

59.

96

58.9

21.

43D

UTI

L P

RO

P E

LEC

TUG

100

mm

IL 5

9.96

58.9

21.

65

Ø525

0.50%

20.00

60.4

160

.38

19.7

358

.92

58.9

5

26A.2-3°

18'

SA

2

WA

TER

50m

m IL

59.

90

58.7

90.

89

Ø525

0.50%

20.00

60.3

560

.32

39.7

358

.79

58.8

2

26A.3-3°

10'

SA

2

Ø525

1.09%

35.00

60.2

660

.23

59.7

258

.66

58.6

9

26A.4-3°

16'

SA

2

E G

AS

2d

D U

TIL

PR

OP

ELE

CTU

G 1

00m

m IL

58.

8857

.95

11.7

7

Ø525

2.55%

34.99

59.7

759

.65

94.7

258

.25

58.2

8

26A.5-1°

30'

SA

2

WA

TER

100

mm

IL 5

7.15

56.3

024

.80

D U

TIL

PR

OP

ELE

CTU

G IL

57.

0556

.15

28.3

6

Ø525

4.13%

34.99

58.6

958

.66

129.

7157

.33

57.3

6

26A.6-4°

55'

SA

2

57.2

057

.17

164.

7055

.88

26A.7-5°

49'

SA

2


EXISTING LEVEL

PIT DESIGN LEVEL

INVERT LEVELS

PIPE GRADIENT

PIPE SIZE

DATUM R.L.

DRAINAGE LINE 26a

Sheet No. 43








DESIGN LEVEL

31.00

Ø525

5.20%

42.75

57.2

057

.17

164.

7055

.85

55.8

8

26A.7-5°

49'

SA

2

E S

EW

ER

2d

WA

TER

200

mm

IL 5

3.71

52.6

23.

54

D U

TIL

PR

OP

ELE

CTU

G 1

00m

m IL

52.

8552

.11

13.1

3D

UTI

L P

RO

P E

LEC

TUG

IL 5

2.87

52.0

913

.67

Ø525

5.00%

14.14

54.9

354

.89

207.

4552

.79

53.6

3

26A.8-36

°42'

SA

2

E C

OM

MS

2d

E C

OM

MS

2d

E C

OM

MS

NB

N 2

d

WA

TER

50m

m IL

52.

2950

.97

12.1

2

Ø525

5.00%

28.23

53.3

753

.47

221.

5951

.56

52.0

8

26A.9-55

°50'

SA

1

53.5

453

.54

249.

8250

.15

50.1

5

26A.10

EX

ISTI

NG

PIT


EXISTING LEVEL

PIT DESIGN LEVEL

INVERT LEVELS

PIPE GRADIENT

PIPE SIZE

DATUM R.L.

DRAINAGE LINE 26a

24.00

Ø450

1.32%

3.24

47.6

948

.07

0.00

46.5

5

28D.8AAA

EX

ISTI

NG

PIT

47.7

647

.90

3.24

46.3

146

.51

28C.14JU

NCTION LI

NE 28c

SA

2

DRAINAGE LINE 28a

37.00

Ø375

1.74%

32.00

61.3

461

.09

0.00

59.7

1

28B.1

SE

E G

AS

2d

60.7

060

.52

32.0

059

.16

28B.2-1°

09'

SE

DRAINAGE LINE 28b

Sheet No. 44








DESIGN LEVEL

36.00

D U

TIL

PR

OP

ELE

CTU

G 1

00m

m IL

59.

3258

.64

14.7

5

Ø375

3.33%

29.99

60.7

060

.52

32.0

059

.13

59.1

6

28B.2-1°

09'

SE

Ø375

3.65%

15.00

59.5

959

.51

61.9

958

.06

58.1

3

28B.3-3°

54'

SE

Ø450

1.00%

18.99

58.8

758

.93

76.9

957

.35

57.5

1

28B.479

°02'

SE

E C

OM

MS

2d

58.5

958

.86

95.9

857

.13

57.1

6

28C.4

JUNCTIO

N LINE 28

c

SA

2


EXISTING LEVEL

PIT DESIGN LEVEL

INVERT LEVELS

PIPE GRADIENT

PIPE SIZE

DATUM R.L.

DRAINAGE LINE 28b

36.00

Ø375

2.28%

35.00

61.4

861

.23

0.00

59.8

4

28C.1

SA

2

D U

TIL

PR

OP

ELE

CTU

G 1

00m

m IL

59.

6158

.79

6.13

Ø375

3.83%

29.03

60.6

360

.41

35.0

059

.02

59.0

5

28C.2-2°

27'

SA

2

Ø375

3.57%

10.82

59.1

159

.26

64.0

357

.74

57.9

1

28C.339

°22'

SA

2

E C

OM

MS

2d

Ø450

1.00%

11.95

58.5

958

.86

74.8

557

.13

57.3

5

28C.4-47

°37'

JUNCTIO

N LINE 28

b

SA

2

58.2

858

.58

86.8

057

.01

28C.5-21

°17'

SA

2

DRAINAGE LINE 28c

Sheet No. 45




D U

TIL

PR

OP

ELE

CTU

G IL

58.

1411

.59

E C

OM

MS

2d

E W

ATE

R 2

d57

.03





DESIGN LEVEL

49.8

349

.90

259.

0448

.57

28C.123°

08'JU

NCTION LI

NE 28h

SA

2


EXISTING LEVEL

PIT DESIGN LEVEL

INVERT LEVELS

PIPE GRADIENT

PIPE SIZE

DATUM R.L.

DRAINAGE LINE 28c

Sheet No. 46




30.00

Ø450

2.50%

17.05

58.2

858

.58

86.8

056

.98

57.0

1

28C.5-21

°17'

SA

2

Ø525

5.00%

19.12

57.4

957

.60

103.

8556

.52

56.5

5

28C.620

°17'

SA

2

Ø525

5.00%

18.11

56.4

856

.66

122.

9655

.54

55.5

7

28C.7-2°

50'

SA

2

E S

EW

ER

2d

Ø525

5.00%

13.83

55.7

455

.77

141.

0754

.60

54.6

3

28C.8-2°

25'

SA

2

53.8

70.

59

53.7

23.

57

Ø525

5.00%

16.27

55.0

955

.08

154.

9153

.88

53.9

1

28C.9-1°

43'

SA

2

E C

OM

MS

NB

N 2

d

Ø525

5.00%

33.35

54.0

854

.30

171.

1852

.99

53.0

7

28C.101°

22'

JUNCTIO

N LINE 28

f

SA

2

Ø525

5.00%

54.50

52.4

352

.62

204.

5351

.29

51.3

2

28C.110°

32'

SA

2

D U

TIL

PR

OP

ELE

CTU

G 1

00m

m IL

54.

54

D U

TIL

PR

OP

ELE

CTU

G 1

00m

m IL

54.

38





DESIGN LEVEL

23.00

Ø600

4.00%

28.82

49.8

349

.90

259.

0448

.54

48.5

7

28C.123°

08'

JUNCTIO

N LINE 28

h

SA

2

Ø600

3.38%

29.97

48.8

348

.91

287.

8547

.35

47.3

8

28C.132°

30'

SA

2

E C

OM

MS

2d

Ø600

3.30%

41.92

47.7

647

.90

317.

8246

.31

46.3

4

28C.14

4°55

'JU

NCTION LI

NE 28a

SA

2

E G

AS

2d

Ø600

3.33%

38.08

46.3

946

.48

359.

7544

.90

44.9

3

28C.155°

58'

SA

2

Ø600

3.33%

20.44

44.9

245

.20

397.

8343

.60

43.6

3

28C.16

4°22

'

SA

2

Ø750

3.33%

14.20

44.3

044

.51

418.

2742

.77

42.9

2

28C.174°

07'JU

NCTION LI

NE 28x

SA

2

43.8

444

.14

432.

4741

.71

42.2

9

28L.1JU

NCTION LI

NE 28l

SE


EXISTING LEVEL

PIT DESIGN LEVEL

INVERT LEVELS

PIPE GRADIENT

PIPE SIZE

DATUM R.L.

DRAINAGE LINE 28c

Sheet No. 47








DESIGN LEVEL

32.00

Ø375

5.00%

22.00

57.7

857

.78

0.00

56.3

2

28F.1

SE

Ø375

5.09%

20.00

56.7

056

.70

22.0

055

.18

55.2

2

28F.2-3°

22'

SE

E S

EW

ER

2d

WA

TER

50m

m IL

53.

7553

.22

14.1

0D

UTI

L P

RO

P E

LEC

TUG

100

mm

IL 5

3.85

53.2

214

.13

Ø375

6.25%

15.00

55.6

955

.66

41.9

954

.13

54.1

6

28F.3-2°

24'

SE

D U

TIL

PR

OP

ELE

CTU

G 1

00m

m IL

53.

98

53.0

86.

78

Ø450

0.53%

18.74

54.9

855

.00

56.9

953

.12

53.1

9

28F.436

°05'

SE

E C

OM

MS

NB

N 2

d54

.08

54.3

075

.74

52.9

953

.02

28C.10JU

NCTION LI

NE 28c

SA

2


EXISTING LEVEL

PIT DESIGN LEVEL

INVERT LEVELS

PIPE GRADIENT

PIPE SIZE

DATUM R.L.

DRAINAGE LINE 28f

27.00

IL 5

0.14

49.2

221

.61

Ø450

4.25%

40.11

51.7

551

.62

0.00

50.1

4

28H.1

SA

2

49.8

349

.90

40.1

148

.54

48.4

3

28C.12JU

NCTION LI

NE 28c

SA

2

DRAINAGE LINE 28h

Sheet No. 48








DESIGN LEVEL

19.00

Ø(2x)1050

2.09%

42.31

43.8

444

.14

0.00

41.7

1

28L.1JU

NCTION LI

NE 28c

JUNCTIO

N LINE 28

m

SE

E S

EW

ER

2d

Ø(2x)1200

0.50%

18.92

42.9

943

.12

42.3

140

.16

40.8

2

28L.2

-4°36

'

SA

2

ELE

C U

G 3

00m

m IL

41.

8239

.85

37.2

6

Ø(2x)1200

0.50%

74.07

42.9

343

.04

61.2

240

.03

40.0

6

28L.3-2°

21'

SA

2

E E

LEC

UG

2d

42.8

842

.88

135.

3039

.66

28L.41°

19'

SA

2


EXISTING LEVEL

PIT DESIGN LEVEL

INVERT LEVELS

PIPE GRADIENT

PIPE SIZE

DATUM R.L.

DRAINAGE LINE 28l

Sheet No. 49








DESIGN LEVEL

18.00

WA

TER

150

mm

IL 4

2.16

39.5

517

.09

WA

TER

50m

m IL

42.

0139

.52

22.8

0

D U

TIL

PR

OP

ELE

CTU

G 5

0mm

IL 4

1.55

39.3

457

.86

D U

TIL

PR

OP

ELE

CTU

G 3

00m

m IL

41.

6139

.33

61.0

1

Ø(2x)1200

0.50%

74.78

42.8

842

.88

135.

3039

.63

39.6

6

28L.41°

19'

SA

2

42.0

340

.46

210.

0839

.26

39.2

6

28L.5

HW


EXISTING LEVEL

PIT DESIGN LEVEL

INVERT LEVELS

PIPE GRADIENT

PIPE SIZE

DATUM R.L.

DRAINAGE LINE 28l

21.00

Ø450

2.82%

5.09

45.8

745

.87

0.00

44.4

0

28M.1

SA

2

Ø1050

2.92%

62.66

45.6

945

.69

5.09

43.6

344

.26

28M.2-72

°23'

JUNCTIO

N LINE 28

n

SA

2

43.8

444

.14

67.7

441

.71

41.8

0

28L.1

JUNCTIO

N LINE 28

l

SE

DRAINAGE LINE 28m

21.00

Ø450

0.50%

3.71

45.5

845

.58

0.00

44.1

4

28N.1

SA

2

45.6

945

.69

3.71

43.6

344

.12

28M.2

JUNCTIO

N LINE 28

m

SA

2

DRAINAGE LINE 28n

Sheet No. 50








DESIGN LEVEL

22.00

Ø375

3.00%

16.62

47.2

147

.18

0.00

45.6

4

28X.1

SA

2

Ø375

3.00%

14.42

46.6

946

.66

16.6

245

.12

45.1

5

28X.22°

10'

SA

2

Ø450

3.00%

15.54

46.2

446

.21

31.0

444

.61

44.6

8

28X.32°

05'

SA

2

Ø450

3.00%

16.50

45.7

445

.71

46.5

844

.11

44.1

4

28X.42°

14'

SA

2

Ø450

3.00%

12.88

45.1

345

.10

63.0

743

.59

43.6

2

28X.52°

03'

SA

2

Ø450

1.00%

27.00

44.5

944

.58

75.9

543

.17

43.2

0

28X.681

°18'

SA

2

44.3

044

.51

102.

9542

.77

42.9

0

28C.17JU

NCTION LI

NE 28c

SA

2CHAINAGE ANDPIPE LENGTH

EXISTING LEVEL

PIT DESIGN LEVEL

INVERT LEVELS

PIPE GRADIENT

PIPE SIZE

DATUM R.L.

DRAINAGE LINE 28x

52.00

Ø750

0.50%

7.42

72.2

573

.08

0.00

72.2

5

CROSS4.1

EX

ISTI

NG

PIT

72.8

773

.04

7.42

72.2

272

.22

CROSS4.2

HW

DRAINAGE LINE cross4

Sheet No. 51








DESIGN LEVEL

APPENDIX C

SKETCH OF PROPOSED PEDESTRIAN UNDERPASS (MC10 CH 1980) – SK90

Documents

FINAL DRAINAGE INVESTIGATION REPORT · Drainage design drawings of the existing drainage systems constructed as part of the M4 Western Motorway and Great Western Highway. Blacktown