Dubbo Base Hospital Redevelopment Stage 1 & 2 Review of Environmental Factors Dubbo, NSW External Works Project Stormwater Management Plan
Prepared for: Health Infrastructure NSW By: Enstruct Group Revision: C
July 2012
ISSUE AUTHORISATION PROJECT: Dubbo Base Hospital – External Works Project
Project No: 4363 Rev
Date
Purpose of Issue /Nature of Revision
Prepared by
Reviewed by
Issue Authorised by
A
30/05/12
Draft Issue
IH
TBB
IH
B 08/06/12 Issued For Approval IH TBB TBB
C 05/07/12 Issued For Approval IH TBB TBB
Enstruct group P/L Level 4 – 2 Glen St
Milsons Point Sydney NSW 2061
Australia. Telephone (02) 8904-1444 Facsimile (02) 8904-1555
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Table of Contents
1.0 Introduction 2 2.0 Development Description & Previous Reports 2 3.0 Site Description 3 4.0 Flood Analysis 4 5.0 Stormwater Drainage 5 5.1 Rainfall Data 5 5.2 Catchments 5 5.3 Existing Infrastructure 5 5.4 Points of Discharge 6 5.5 Stormwater Drainage Assessment 7 5.6 On-Site Detention 9 6.0 Erosion and Sediment Control 12 Appendix Rainfall Table – Dubbo Calculations Existing Catchment Analysis Development Catchment Analysis On-Site Detention Analysis Drawings 4363-CIV-SI-100-01 General Arrangement Plan Sheet 1 of 4 4363-CIV-SI-100-02 General Arrangement Plan Sheet 2 of 4 4363-CIV-SI-100-03 General Arrangement Plan Sheet 3 of 4 4363-CIV-SI-100-04 General Arrangement Plan Sheet 4 of 4 4363-CIV-SI-100-11 Sediment & Erosion Control Plan & Details Sheet 1 of 4 4363-CIV-SI-100-12 Sediment & Erosion Control Plan & Details Sheet 2 of 4 4363-CIV-SI-100-13 Sediment & Erosion Control Plan & Details Sheet 3 of 4 4363-CIV-SI-100-14 Sediment & Erosion Control Plan & Details Sheet 4 of 4 4363-CIV-SI-100-40 Civil Details Sheet 1 of 2 4363-CIV-SI-100-41 Civil Details Sheet 2 of 2
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1.0 Introduction Enstruct have been engaged by Health Infrastructure NSW to complete the detailed civil engineering design works for the external works redevelopment of the Dubbo Base Hospital. The works include construction of a new car park, a new link road and associated infrastructure.
This Stormwater Management Plan discusses the proposed stormwater drainage design for the site including the on-site detention requirements and stormwater discharge from the site. The report also discusses sediment and erosion control for the site.
2.0 Development Description & Previous Reports The proposed development discussed in this report is the enabling works required for the redevelopment of the Dubbo Base Hospital In order to progress the development of the hospital in line with the Dubbo Base Hospital master plan there is a requirement to create additional car parking on the site to cater for the additional users associated with the Stage 1and 2 development on the site. The reorganising of the existing car park area to create a more efficient car parking arrangement also lends itself to the redevelopment of the existing car park which is currently in need of repair. The master plan also calls for the development of a circulation route around the site. To formalise this route a new link road will be constructed between the new car park and the existing road to the west of the existing maintenance buildings. The development of the new car parking area and the new link road will also require the redevelopment of the existing stormwater drainage system along the east side of the site. This drainage design will also make allowance for the proposed stage 1 development of the hospital. Previous reports and investigations have been utilised in the preparation of this report and these reports are listed below:
Dubbo Base Hospital Preliminary Schematic Design/Concept Design Report, Revision V2.0 dated 2nd November 2010.
Geotechnical Investigation – Dubbo Base Hospital Redevelopment, Myall Street, Dubbo by Douglas Partners, Project 72811 dated April 2012.
Dubbo Base Hospital Redevelopment Project – Structural & Civil Engineering – Site Engineering Analysis Conditions and Risk Analysis Report by Enstruct, Project 4363, Revision B dated April 2012.
Dubbo Base Hospital Redevelopment Project – Structural & Civil Engineering – Site Massing Option Assessment Report by Enstruct, Project 4363, revision B dated April 2012.
Dubbo Base Hospital survey information by Imrie, Astley & Associates. Job number 11-232, drawing revision 3 dated March 2012.
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3.0 Site Description & Catchment Analysis The site discussed in this report is described as Lot 12 in DP 1159243. The site is located to the North of Myall Street in Dubbo, NSW. The site is bound by Myall Street to the South, the Railway corridor to the west, Muller Street and Moran Drive and Fitzhill Parade to the North and residential development to the east. The site has a total area of 13.4Ha and currently contains the existing hospital campus. The current campus consists of a number of buildings ranging in size and position, car parking areas, circulation roads, a helicopter pad and landscaping areas. The current site topography falls from the north east corner of the site to the southern and western boundaries. The fall of the site varies considerably with the eastern side of the site relatively flat and the western side being much steeper, falling towards the rail corridor. Investigation of the current site topography and existing site drainage infrastructure suggests that the site has been divided into two separate catchment areas. The eastern side of the site draining south towards Myall Street and the western side of the site draining towards the existing council drainage channel on the opposite side of the rail corridor. Initial catchment assessment has been summarised below. This assessment has been used as a base line for the stormwater drainage design for the proposed development.
Sub-catchment Name
Catchment Area (ha)
Percentage Impermeable (%)
East 4.3 60 West 9.1 40 Total 13.4 46
Existing Site Catchment Summary
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4.0 Flood Analysis During the course of the design of the sites concept stormwater drainage design an assessment into the impact of flooding on the site was undertaken. Reference was made to the Dubbo City Council Flood Prone Areas report G2.2 with the results summarised in the table below.
Location FSRL (1 in 100 Year Flood)
FPL (1 in 100 year flood + 500mm) PMF
Erskine Street R.L. 262.30 262.8 266.0 River Street R.L. 262.0 262.5 265.7
Flood Levels from Council Report The lowest site level obtained from the site survey indicates that at the North West corner of the site the existing site levels are R.L. 265.0. This indicates that this corner of the site will be flood affected during a PMF flood event however the proposed development of the site will occur at a considerably higher level as the site falls considerably to the west of the site. The levels on the site in the areas where development is proposed are in the vicinity of R.L. 278.00 which is fully 12 meters above the PMF levels associated with the site. No works are proposed in the areas of the site which could be potentially affected by the flood plain and as such, provided the discharge flows from the development are not increased, no adverse effects will be caused by the development on the existing flood levels up or down stream of the site.
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5.0 Stormwater Drainage
5.1 Rainfall Data
Dubbo City Council has adopted a standard rainfall chart for use within the council area. Copy of this chart is included in the Appendix to this report. This chart was prepared by the Bureau of Meteorology based on accumulated rainfall data for the area. This rainfall data has been used in the design of the stormwater drainage on this project.
5.2 Catchments & Runoff
As discussed in the site description section above the rainfall catchment for the site is subdivided into two separate sub-catchments. The proposed development for the early works will affect both catchments with the proposed car park and allowance for the stage 1 building draining to Myall Street and the new link road draining to the rail corridor.
To ensure that the development does not have a negative impact on the existing downstream drainage post development flows for the site have been attenuated to the 5 year predevelopment flows.
5.3 Existing Infrastructure
5.3.1 Myall Street The downstream drainage system located under Myall Street is owned and maintained by Dubbo City Council. The current council drainage system below Myall Street consists of a 450mm diameter concrete pipe under the southern side of the street. The pipe is then assumed to drain down toward the Macquarie River to the West of the site. During initial discussions with council it was confirmed that the existing drainage infrastructure had a design capacity to cater for the 10 year design storm flows of the total catchment however the current drainage system does not have the capacity to cater for the existing catchment flows and downstream surcharging is a common problem. To assist in the alleviation of pressure on the existing council stormwater drainage system the current site discharge flows have been calculated and the proposed stormwater drainage for the development designed to ensure that the post development discharge flows will be reduced. 5.3.2 Rail Corridor The drainage channel located to the west of the current rail corridor is owned and maintained by Dubbo City Council. The channel currently drains to the north towards wetlands east of Fitzroy Street.
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The channel is currently in a state of disrepair and is overgrown with vegetation. The relatively flat grade of the channel, its unsurfaced state and the current state of vegetation has caused drainage issues within the channel which is currently retaining water in a number of locations. The channel section size would suggest that if repaired the channel would have sufficient capacity to cater for the existing flows which are conveyed through it. The proposed development drainage system has been designed so that the new link road will utilise the existing site detention basin to attenuate the post development flows so as not to exceed that of the predevelopment flows.
5.4 Point of Discharge
Two points of discharge are proposed for the development. The main area of the car park and the allowance for the Stage 1 and 2 development of the hospital have been designed to discharge stormwater flows to the existing council stormwater drainage system below Myall Street. The top section of the car park and the new link road has been designed to discharge stormwater flows to the existing rail corridor drainage channel. The Myall Street system will connect to the existing site connection point at the entrance to the site. The rail corridor system will discharge from the existing site detention basin as overland flow down the slope, under the rail corridor and into the stormwater channel. Both discharge points will be located downstream of stormwater attenuation devices which will ensure that the post development discharge flows are less than the predevelopment flows and as such assist in the alleviation of pressure on the existing council stormwater drainage assets.
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5.5 Stormwater Drainage Assessment
5.5.1 Myall Street System
The current site drainage system discharging to Myall Street drains an approximate catchment area of 4.30Ha. The catchment consists of up to 60% impermeable surface and 40% landscaped area. The impermeable area consists of the main site car parking area, the front of house buildings and the original hospital buildings fronting Myall Street. The system connects to council’s external system at two locations, one at the hospital main entrance and one further west along Myall Street. The proposed early works development will not affect the connection to the west and as such assessment of this system will not be included as part of this report. The area under investigation accounts for 80% of the total catchment area. The system connecting at the hospital main entrance consists of a single main line which runs north below the main hospital entrance road. Building drainage lines are connected to this main line at a number of locations and these connections must be retained during the development of the early works. The development of the car park results in the removal of the existing car park drainage system. This system will be replaced by the new proposed system. This system will also make allowance for the future connection of the Stage 1 and 2 works. This means that the pipe sizes and levels are designed to allow for a direct connection of the proposed development to the system. The current drainage system has capacity to convey the 10 year rainfall event flows however the development system has the capacity to convey the 20 year design flows. The additional underground piped flows are attenuated by a stormwater detention tank adjacent to the pump room near the site entrance. Flows in excess of the design flows will be conveyed within the road corridor as overland flow towards Myall Street. The catchment assessment of the Myall Street drainage system is summarised in the table below. This assessment has been undertaken using Rational Method.
Catchment Type Catchment Area (Ha)
Time of Concentration
(mins)
5 Year Design Flows (m³/s)
100 Year Design Flows
(m³/s) Car Park 0.695 5 0.192 0.695 Buildings 1.520 6 0.390 0.866 Road 0.150 5 0.041 0.092 Landscape 0.965 20 0.047 0.113 Total 3.33 0.670 1.766
Existing Myall Street Catchment Assessment These flows will be adopted as the permissible site discharge values for the new system. All flows in addition to these flows will be attenuated on site.
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5.5.2 Rail Corridor System The current site drainage system discharging to Rail Corridor drains an approximate catchment area of 9.10Ha. The catchment consists of up to 40% impermeable surface and 60% vegetated area. The impermeable area consists of the remainder of the site buildings and the rear circulation road.
The system connects to the council’s drainage channel at a number of points. The current drainage systems discharge via headwalls along the embankment on the western side of the site and run as overland flow to the rail corridor. The water is then conveyed below the corridor by a number of culverts which discharge to the drainage channel. The area affected by the early works project is located at the northern end of the site and as such will be the only area discussed in this report. The area under consideration accounts for 25% of the total catchment area. There is an existing detention basin located on site at the foot of the embankment. The proposed system for the early works draining to the rail corridor will discharge into this basin. The basin will be upsized to cater for the additional volume requirements and this sizing will be discussed later in this report. The in ground drainage system will have capacity to convey design flows up to and including the 20 year design flows. Flows in excess of this will be conveyed through the site as overland flow discharging down the embankment towards the drainage corridor. The catchment assessment of the rail corridor drainage system is summarised in the table below. Again this assessment has been undertaken using Rational Method.
Catchment Type Catchment Area (Ha)
Time of Concentration
(mins)
5 Year Design Flows (m³/s)
100 Year Design Flows
(m³/s) Car Park - 5 Buildings 0.228 6 0.0585 0.130 Road 0.682 5 0.1750 0.389 Landscape 1.365 20 0.0540 0.160 Total 2.275 0.2880 0.519
Existing Rail Corridor Catchment Assessment
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5.6 On-Site Detention 5.6.1 Myall Street Detention
The on-site detention requirement for the development has been set to ensure that the post development discharge flows from the catchment will be restricted to the discharge flow rate created during a 5 year design storm in the pre development case. This restriction will result in a significant reduction in the discharge flows from the site in the post developed case. The on-site detention will restrict the in ground drainage discharge flows from the site to 0.67m³/s for all event up to and including the 20 year design storm. The in ground storm water drainage system will be designed to cater for design storm runoff up to and including the 20 year design storm. During events greater than this the runoff in excess of the 20 year design flows will run as overland flow within the road corridor to Myall Street.
Catchment Type
Catchment Area (Ha)
5 Year Design Flows (m³/s)
10 Year Design Flows (m³/s)
20 Year Design Flows (m³/s)
50 Year Design Flows (m³/s)
100 Year Design Flows (m³/s)
Car Park 0.710 0.196 0.238 0.296 0.380 0.436 Buildings 1.091 0.280 0.341 0.424 0.546 0.621 Road 0.433 0.119 0.145 0.181 0.232 0.266
Landscape 1.096 0.054 0.065 0.081 0.108 0.128 Total 3.33 0.649 0.789 0.982 1.266 1.451
Proposed Myall Street Catchment Assessment
Design ARI (Years) Discharge Flows (m³/s)
Allowable Actual Flows 5 0.670 0.649 10 0.670 0.789 20 0.670 0.982
Myall Street Post Development Discharge Flows Summary
A mass-curve analysis has been undertaken to derive the required storage volume for the catchment. Calculations showing this analysis are included in the Appendix of this report and the findings are summarised in the table below.
Design ARI (Years) OSD Volume Required
(m³) 5 13.06 10 59.30 20 123.30
Myall Street On Site Detention Requirement Summary
The result of the mass-curve analysis indicates a storage requirement of 125m³ will be required for the catchment. This storage volume will be provided within an underground tank on the lower extent of the catchment. Flows from the tank will be restricted using an orifice plate and overflow system with the orifice restricting the design storm discharge flows to the permissible site
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discharge whilst the overflow weir will provide an allowance for the discharge of flows in excess of the design flows. The orifice plate will be sized during the detailed design stage of the project when the tank dimensions are finalised,
5.6.2 Rail Corridor Detention
In a similar manner to the Myall Street catchment the on-site detention requirement for the development has been set to ensure that the post development discharge flows from the catchment will be restricted to the discharge flow rate created during a 5 year design storm in the pre development case. The on-site detention will restrict the in ground drainage discharge flows from the site to 0.29m³/s for all event up to and including the 20 year design storm.
Catchment Type
Catchment Area (Ha)
5 Year Design Flows (m³/s)
10 Year Design Flows (m³/s)
20 Year Design Flows (m³/s)
50 Year Design Flows (m³/s)
100 Year Design Flows (m³/s)
Car Park - - - - - - Buildings 0.228 0.0585 0.0713 0.0886 0.1140 0.1298 Road 0.857 0.2198 0.2678 0.3329 0.4285 0.4880 Landscape 1.190 0.0477 0.0573 0.0709 0.1169 0.1393 Total 2.275 0.3260 0.3964 0.4924 0.6594 0.7571
Proposed Rail Corridor Catchment Assessment
Design ARI (Years) Discharge Flows (m³/s)
Allowable Actual Flows 5 0.288 0.326 10 0.288 0.492 20 0.288 0.660
Rail Corridor Post Development Discharge Flows Summary
As for the Myall catchment analysis a mass-curve analysis has been undertaken to assess the on-site detention requirements for the catchment.
Design ARI (Years) OSD Volume Required
(m³) 5 38.95 10 66.95 20 113.85
Rail Corridor On Site Detention Requirement Summary The result of the mass-curve analysis indicates a storage requirement of 115m³ will be required for the catchment. This storage volume will be provided by extending the extent of the existing detention basin on the embankment of the site. This extension will be created by using earthworks from the car park regrading works. Flows from the basin will be restricted using an orifice plate and overflow system with the orifice restricting the design storm discharge flows to the permissible site discharge whilst the overflow weir will provide an allowance for the discharge of flows in excess of the design flows.
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The orifice plate will be sized during the detailed design stage of the project when the basin dimensions are finalised.
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6.0 Sediment & Erosion Control Erosion and sediment controls will be provided during the construction phase in accordance with Council guidelines. An Erosion and Sedimentation Control Plan has been prepared, and is included in the Appendix to this report. The plan includes measures such as sediment fences at the downstream edges of all disturbed areas, filters at all existing pits collecting stormwater runoff from disturbed areas, and a truck shaker tray at each point of access to the work area. A Sedimentation basin has been provided, sized in accordance with the guidelines in the “Blue Book” - Managing Urban Stormwater - Soils and Construction (NSW Department of Housing 1998). Final details of Erosion and Sediment Control measures will be documented in the drawings to be prepared for the final certification documents. The final drawings will take into account the site works staging including the preferred site access points, site shed locations and temporary stockpile locations. These details will be prepared in conjunction with the selected contractor, to ensure that the selected measures are practical and will be well maintained.
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Appendix - Civil Design Information
Dubbo Intensity Frequency Data
DURATION 1 Year 2 years 5 years 10 years 20 years 50 years 100 years5Mins 66.7 87.5 116 134 159 193 2216Mins 62 81.3 108 125 148 180 20510Mins 50.5 66.2 87.6 102 120 146 16620Mins 37 48.4 63.9 73.9 87.3 106 12130Mins 29.9 39.1 51.7 59.7 70.4 85.3 97.41Hr 19.8 25.9 34.1 39.3 46.3 56 63.82Hrs 12.5 16.3 21.3 24.4 28.7 34.6 39.33Hrs 9.41 12.2 15.9 18.2 21.3 25.6 296Hrs 5.74 7.43 9.56 10.9 12.7 15.2 17.212Hrs 3.49 4.51 5.78 6.57 7.65 9.13 10.324Hrs 2.09 2.72 3.51 4.02 4.7 5.63 6.3748Hrs 1.21 1.59 2.09 2.41 2.84 3.44 3.9172Hrs 0.85 1.12 1.48 1.72 2.03 2.47 2.81
To import into excel:
1: Save the file as a .csv (comma separated values) file. (e.g. myifdtable.csv)2: Open excel and import the saved myifdtable.csv file.3: Remove these comments.
Format is: DURATION ARI for 1 Year 2 years 5 years 10 years 20 years 50 years 100 years
Existing Catchment Analysis
Rainfall Discharge Analysis
Project Number 4363Project TitleDate 28-May-12
Note: Design Calcs undertaken adopting AR&R design process.
Using Rational Method:
where: Q = Design Flowrate (m³/s)C = Dimensionless runoff coefficientI = Rainfall Intensity (mm/hr)A = Catchment Area (ha)
Time of Concentration
Predominant Surface Type:Roughness Coefficient: 0.013Flow Path Length: 220 mSlope: 0.01 m/m
Time of Concentration: 6 min
Rainfall Intensity
Duration 6 minsDesign Storm 100 years
Design Rainfall Intensity 205 mm/hr
Runoff Coefficient
10 Year, 1 Hour Intensity: 39.3 mm/hr ARI (years) Fy CyFraction Impervious: 100 % 1 0.80 0.72
2 0.85 0.77Pervious area runoff coefficient: 0.29019 5 0.95 0.86
10 1.00 0.90C10 = 0.9 20 1.05 0.95
50 1.15 1.00100 1.20 1.00
Design Coeffiecient: 1.00
Design Flow Rate
Catchment Area 1.52 ha
Design Flow Rate = 0.86556 m³/s
Concrete or Asphalt
Dubbo Hospital - Myall Catchment - 100 Year Building
360/.. AICQ
Rainfall Discharge Analysis
Project Number 4363Project TitleDate 28-May-12
Note: Design Calcs undertaken adopting AR&R design process.
Using Rational Method:
where: Q = Design Flowrate (m³/s)C = Dimensionless runoff coefficientI = Rainfall Intensity (mm/hr)A = Catchment Area (ha)
Time of Concentration
Predominant Surface Type:Roughness Coefficient: 0.013Flow Path Length: 120 mSlope: 0.019 m/m
Time of Concentration: 5 min
Rainfall Intensity
Duration 5 minsDesign Storm 100 years
Design Rainfall Intensity 221 mm/hr
Runoff Coefficient
10 Year, 1 Hour Intensity: 39.3 mm/hr ARI (years) Fy CyFraction Impervious: 100 % 1 0.80 0.72
2 0.85 0.77Pervious area runoff coefficient: 0.29019 5 0.95 0.86
10 1.00 0.90C10 = 0.9 20 1.05 0.95
50 1.15 1.00100 1.20 1.00
Design Coeffiecient: 1.00
Design Flow Rate
Catchment Area 0.695 ha
Design Flow Rate = 0.42665 m³/s
Concrete or Asphalt
Dubbo Hospital - Myall Catchment - 100 Year Car Park
360/.. AICQ
Rainfall Discharge Analysis
Project Number 4363Project TitleDate 28-May-12
Note: Design Calcs undertaken adopting AR&R design process.
Using Rational Method:
where: Q = Design Flowrate (m³/s)C = Dimensionless runoff coefficientI = Rainfall Intensity (mm/hr)A = Catchment Area (ha)
Time of Concentration
Predominant Surface Type:Roughness Coefficient: 0.130Flow Path Length: 120 mSlope: 0.01 m/m
Time of Concentration: 20 min
Rainfall Intensity
Duration 20 minsDesign Storm 100 years
Design Rainfall Intensity 121 mm/hr
Runoff Coefficient
10 Year, 1 Hour Intensity: 39.3 mm/hr ARI (years) Fy CyFraction Impervious: 0 % 1 0.80 0.23
2 0.85 0.25Pervious area runoff coefficient: 0.29019 5 0.95 0.28
10 1.00 0.29C10 = 0.29019 20 1.05 0.30
50 1.15 0.33100 1.20 0.35
Design Coeffiecient: 0.35
Design Flow Rate
Catchment Area 0.965 ha
Design Flow Rate = 0.11295 m³/s
Sparse Vegitation
Dubbo Hospital - Myall Catchment - 100 Year Landscape
360/.. AICQ
Rainfall Discharge Analysis
Project Number 4363Project TitleDate 28-May-12
Note: Design Calcs undertaken adopting AR&R design process.
Using Rational Method:
where: Q = Design Flowrate (m³/s)C = Dimensionless runoff coefficientI = Rainfall Intensity (mm/hr)A = Catchment Area (ha)
Time of Concentration
Predominant Surface Type:Roughness Coefficient: 0.013Flow Path Length: 120 mSlope: 0.01 m/m
Time of Concentration: 5 min
Rainfall Intensity
Duration 5 minsDesign Storm 100 years
Design Rainfall Intensity 221 mm/hr
Runoff Coefficient
10 Year, 1 Hour Intensity: 39.3 mm/hr ARI (years) Fy CyFraction Impervious: 100 % 1 0.80 0.72
2 0.85 0.77Pervious area runoff coefficient: 0.29019 5 0.95 0.86
10 1.00 0.90C10 = 0.9 20 1.05 0.95
50 1.15 1.00100 1.20 1.00
Design Coeffiecient: 1.00
Design Flow Rate
Catchment Area 0.15 ha
Design Flow Rate = 0.09208 m³/s
Concrete or Asphalt
Dubbo Hospital - Myall Catchment - 100 Year Road
360/.. AICQ
Rainfall Discharge Analysis
Project Number 4363Project TitleDate 28-May-12
Note: Design Calcs undertaken adopting AR&R design process.
Using Rational Method:
where: Q = Design Flowrate (m³/s)C = Dimensionless runoff coefficientI = Rainfall Intensity (mm/hr)A = Catchment Area (ha)
Time of Concentration
Predominant Surface Type:Roughness Coefficient: 0.013Flow Path Length: 220 mSlope: 0.01 m/m
Time of Concentration: 6 min
Rainfall Intensity
Duration 6 minsDesign Storm 10 years
Design Rainfall Intensity 125 mm/hr
Runoff Coefficient
10 Year, 1 Hour Intensity: 39.3 mm/hr ARI (years) Fy CyFraction Impervious: 100 % 1 0.80 0.72
2 0.85 0.77Pervious area runoff coefficient: 0.29019 5 0.95 0.86
10 1.00 0.90C10 = 0.9 20 1.05 0.95
50 1.15 1.00100 1.20 1.00
Design Coeffiecient: 0.90
Design Flow Rate
Catchment Area 1.52 ha
Design Flow Rate = 0.475 m³/s
Concrete or Asphalt
Dubbo Hospital - Myall Catchment - 10 Year Building
360/.. AICQ
Rainfall Discharge Analysis
Project Number 4363Project TitleDate 28-May-12
Note: Design Calcs undertaken adopting AR&R design process.
Using Rational Method:
where: Q = Design Flowrate (m³/s)C = Dimensionless runoff coefficientI = Rainfall Intensity (mm/hr)A = Catchment Area (ha)
Time of Concentration
Predominant Surface Type:Roughness Coefficient: 0.013Flow Path Length: 120 mSlope: 0.019 m/m
Time of Concentration: 5 min
Rainfall Intensity
Duration 5 minsDesign Storm 10 years
Design Rainfall Intensity 134 mm/hr
Runoff Coefficient
10 Year, 1 Hour Intensity: 39.3 mm/hr ARI (years) Fy CyFraction Impervious: 100 % 1 0.80 0.72
2 0.85 0.77Pervious area runoff coefficient: 0.29019 5 0.95 0.86
10 1.00 0.90C10 = 0.9 20 1.05 0.95
50 1.15 1.00100 1.20 1.00
Design Coeffiecient: 0.90
Design Flow Rate
Catchment Area 0.695 ha
Design Flow Rate = 0.23283 m³/s
Concrete or Asphalt
Dubbo Hospital - Myall Catchment - 10 Year Car Park
360/.. AICQ
Rainfall Discharge Analysis
Project Number 4363Project TitleDate 28-May-12
Note: Design Calcs undertaken adopting AR&R design process.
Using Rational Method:
where: Q = Design Flowrate (m³/s)C = Dimensionless runoff coefficientI = Rainfall Intensity (mm/hr)A = Catchment Area (ha)
Time of Concentration
Predominant Surface Type:Roughness Coefficient: 0.130Flow Path Length: 120 mSlope: 0.01 m/m
Time of Concentration: 20 min
Rainfall Intensity
Duration 20 minsDesign Storm 10 years
Design Rainfall Intensity 73.9 mm/hr
Runoff Coefficient
10 Year, 1 Hour Intensity: 39.3 mm/hr ARI (years) Fy CyFraction Impervious: 0 % 1 0.80 0.23
2 0.85 0.25Pervious area runoff coefficient: 0.29019 5 0.95 0.28
10 1.00 0.29C10 = 0.29019 20 1.05 0.30
50 1.15 0.33100 1.20 0.35
Design Coeffiecient: 0.29
Design Flow Rate
Catchment Area 1.075 ha
Design Flow Rate = 0.06404 m³/s
Sparse Vegitation
Dubbo Hospital - Myall Catchment - 10 Year Landscape
360/.. AICQ
Rainfall Discharge Analysis
Project Number 4363Project TitleDate 28-May-12
Note: Design Calcs undertaken adopting AR&R design process.
Using Rational Method:
where: Q = Design Flowrate (m³/s)C = Dimensionless runoff coefficientI = Rainfall Intensity (mm/hr)A = Catchment Area (ha)
Time of Concentration
Predominant Surface Type:Roughness Coefficient: 0.013Flow Path Length: 120 mSlope: 0.01 m/m
Time of Concentration: 5 min
Rainfall Intensity
Duration 5 minsDesign Storm 10 years
Design Rainfall Intensity 134 mm/hr
Runoff Coefficient
10 Year, 1 Hour Intensity: 39.3 mm/hr ARI (years) Fy CyFraction Impervious: 100 % 1 0.80 0.72
2 0.85 0.77Pervious area runoff coefficient: 0.29019 5 0.95 0.86
10 1.00 0.90C10 = 0.9 20 1.05 0.95
50 1.15 1.00100 1.20 1.00
Design Coeffiecient: 0.90
Design Flow Rate
Catchment Area 0.15 ha
Design Flow Rate = 0.05025 m³/s
Concrete or Asphalt
Dubbo Hospital - Myall Catchment - 10 Year Road
360/.. AICQ
Rainfall Discharge Analysis
Project Number 4363Project TitleDate 28-May-12
Note: Design Calcs undertaken adopting AR&R design process.
Using Rational Method:
where: Q = Design Flowrate (m³/s)C = Dimensionless runoff coefficientI = Rainfall Intensity (mm/hr)A = Catchment Area (ha)
Time of Concentration
Predominant Surface Type:Roughness Coefficient: 0.013Flow Path Length: 220 mSlope: 0.01 m/m
Time of Concentration: 6 min
Rainfall Intensity
Duration 6 minsDesign Storm 5 years
Design Rainfall Intensity 108 mm/hr
Runoff Coefficient
10 Year, 1 Hour Intensity: 39.3 mm/hr ARI (years) Fy CyFraction Impervious: 100 % 1 0.80 0.72
2 0.85 0.77Pervious area runoff coefficient: 0.29019 5 0.95 0.86
10 1.00 0.90C10 = 0.9 20 1.05 0.95
50 1.15 1.00100 1.20 1.00
Design Coeffiecient: 0.86
Design Flow Rate
Catchment Area 1.52 ha
Design Flow Rate = 0.38988 m³/s
Concrete or Asphalt
Dubbo Hospital - Myall Catchment - 5 Year Building
360/.. AICQ
Rainfall Discharge Analysis
Project Number 4363Project TitleDate 28-May-12
Note: Design Calcs undertaken adopting AR&R design process.
Using Rational Method:
where: Q = Design Flowrate (m³/s)C = Dimensionless runoff coefficientI = Rainfall Intensity (mm/hr)A = Catchment Area (ha)
Time of Concentration
Predominant Surface Type:Roughness Coefficient: 0.013Flow Path Length: 120 mSlope: 0.019 m/m
Time of Concentration: 5 min
Rainfall Intensity
Duration 5 minsDesign Storm 5 years
Design Rainfall Intensity 116 mm/hr
Runoff Coefficient
10 Year, 1 Hour Intensity: 39.3 mm/hr ARI (years) Fy CyFraction Impervious: 100 % 1 0.80 0.72
2 0.85 0.77Pervious area runoff coefficient: 0.29019 5 0.95 0.86
10 1.00 0.90C10 = 0.9 20 1.05 0.95
50 1.15 1.00100 1.20 1.00
Design Coeffiecient: 0.86
Design Flow Rate
Catchment Area 0.695 ha
Design Flow Rate = 0.19147 m³/s
Concrete or Asphalt
Dubbo Hospital - Myall Catchment - 5 Year Car Park
360/.. AICQ
Rainfall Discharge Analysis
Project Number 4363Project TitleDate 28-May-12
Note: Design Calcs undertaken adopting AR&R design process.
Using Rational Method:
where: Q = Design Flowrate (m³/s)C = Dimensionless runoff coefficientI = Rainfall Intensity (mm/hr)A = Catchment Area (ha)
Time of Concentration
Predominant Surface Type:Roughness Coefficient: 0.130Flow Path Length: 120 mSlope: 0.01 m/m
Time of Concentration: 20 min
Rainfall Intensity
Duration 20 minsDesign Storm 5 years
Design Rainfall Intensity 63.9 mm/hr
Runoff Coefficient
10 Year, 1 Hour Intensity: 39.3 mm/hr ARI (years) Fy CyFraction Impervious: 0 % 1 0.80 0.23
2 0.85 0.25Pervious area runoff coefficient: 0.29019 5 0.95 0.28
10 1.00 0.29C10 = 0.29019 20 1.05 0.30
50 1.15 0.33100 1.20 0.35
Design Coeffiecient: 0.28
Design Flow Rate
Catchment Area 0.965 ha
Design Flow Rate = 0.04722 m³/s
Sparse Vegitation
Dubbo Hospital - Myall Catchment - 5 Year Landscape
360/.. AICQ
Rainfall Discharge Analysis
Project Number 4363Project TitleDate 28-May-12
Note: Design Calcs undertaken adopting AR&R design process.
Using Rational Method:
where: Q = Design Flowrate (m³/s)C = Dimensionless runoff coefficientI = Rainfall Intensity (mm/hr)A = Catchment Area (ha)
Time of Concentration
Predominant Surface Type:Roughness Coefficient: 0.013Flow Path Length: 120 mSlope: 0.01 m/m
Time of Concentration: 5 min
Rainfall Intensity
Duration 5 minsDesign Storm 5 years
Design Rainfall Intensity 116 mm/hr
Runoff Coefficient
10 Year, 1 Hour Intensity: 39.3 mm/hr ARI (years) Fy CyFraction Impervious: 100 % 1 0.80 0.72
2 0.85 0.77Pervious area runoff coefficient: 0.29019 5 0.95 0.86
10 1.00 0.90C10 = 0.9 20 1.05 0.95
50 1.15 1.00100 1.20 1.00
Design Coeffiecient: 0.86
Design Flow Rate
Catchment Area 0.15 ha
Design Flow Rate = 0.04133 m³/s
Concrete or Asphalt
Dubbo Hospital - Myall Catchment -5 Year Road
360/.. AICQ
Rainfall Discharge Analysis
Project Number 4363Project TitleDate 28-May-12
Note: Design Calcs undertaken adopting AR&R design process.
Using Rational Method:
where: Q = Design Flowrate (m³/s)C = Dimensionless runoff coefficientI = Rainfall Intensity (mm/hr)A = Catchment Area (ha)
Time of Concentration
Predominant Surface Type:Roughness Coefficient: 0.013Flow Path Length: 220 mSlope: 0.01 m/m
Time of Concentration: 6 min
Rainfall Intensity
Duration 6 minsDesign Storm 10 years
Design Rainfall Intensity 125 mm/hr
Runoff Coefficient
10 Year, 1 Hour Intensity: 39.3 mm/hr ARI (years) Fy CyFraction Impervious: 100 % 1 0.80 0.72
2 0.85 0.77Pervious area runoff coefficient: 0.29019 5 0.95 0.86
10 1.00 0.90C10 = 0.9 20 1.05 0.95
50 1.15 1.00100 1.20 1.00
Design Coeffiecient: 0.90
Design Flow Rate
Catchment Area 0.228 ha
Design Flow Rate = 0.07125 m³/s
Concrete or Asphalt
Dubbo Hospital -Rail Corridor Catchment - 10 Year Building
360/.. AICQ
Rainfall Discharge Analysis
Project Number 4363Project TitleDate 28-May-12
Note: Design Calcs undertaken adopting AR&R design process.
Using Rational Method:
where: Q = Design Flowrate (m³/s)C = Dimensionless runoff coefficientI = Rainfall Intensity (mm/hr)A = Catchment Area (ha)
Time of Concentration
Predominant Surface Type:Roughness Coefficient: 0.130Flow Path Length: 220 mSlope: 0.02 m/m
Time of Concentration: 30 min
Rainfall Intensity
Duration 30 minsDesign Storm 10 years
Design Rainfall Intensity 59.7 mm/hr
Runoff Coefficient
10 Year, 1 Hour Intensity: 39.3 mm/hr ARI (years) Fy CyFraction Impervious: 0 % 1 0.80 0.23
2 0.85 0.25Pervious area runoff coefficient: 0.29019 5 0.95 0.28
10 1.00 0.29C10 = 0.29019 20 1.05 0.30
50 1.15 0.33100 1.20 0.35
Design Coeffiecient: 0.29
Design Flow Rate
Catchment Area 1.365 ha
Design Flow Rate = 0.06569 m³/s
Sparse Vegitation
Dubbo Hospital -Rail Corridor Catchment - 10 Year Land
360/.. AICQ
Rainfall Discharge Analysis
Project Number 4363Project TitleDate 28-May-12
Note: Design Calcs undertaken adopting AR&R design process.
Using Rational Method:
where: Q = Design Flowrate (m³/s)C = Dimensionless runoff coefficientI = Rainfall Intensity (mm/hr)A = Catchment Area (ha)
Time of Concentration
Predominant Surface Type:Roughness Coefficient: 0.013Flow Path Length: 220 mSlope: 0.01 m/m
Time of Concentration: 6 min
Rainfall Intensity
Duration 6 minsDesign Storm 10 years
Design Rainfall Intensity 125 mm/hr
Runoff Coefficient
10 Year, 1 Hour Intensity: 39.3 mm/hr ARI (years) Fy CyFraction Impervious: 100 % 1 0.80 0.72
2 0.85 0.77Pervious area runoff coefficient: 0.29019 5 0.95 0.86
10 1.00 0.90C10 = 0.9 20 1.05 0.95
50 1.15 1.00100 1.20 1.00
Design Coeffiecient: 0.90
Design Flow Rate
Catchment Area 0.682 ha
Design Flow Rate = 0.21313 m³/s
Concrete or Asphalt
Dubbo Hospital -Rail Corridor Catchment - 10 Year Road
360/.. AICQ
Rainfall Discharge Analysis
Project Number 4363Project TitleDate 28-May-12
Note: Design Calcs undertaken adopting AR&R design process.
Using Rational Method:
where: Q = Design Flowrate (m³/s)C = Dimensionless runoff coefficientI = Rainfall Intensity (mm/hr)A = Catchment Area (ha)
Time of Concentration
Predominant Surface Type:Roughness Coefficient: 0.013Flow Path Length: 220 mSlope: 0.01 m/m
Time of Concentration: 6 min
Rainfall Intensity
Duration 6 minsDesign Storm 100 years
Design Rainfall Intensity 205 mm/hr
Runoff Coefficient
10 Year, 1 Hour Intensity: 39.3 mm/hr ARI (years) Fy CyFraction Impervious: 100 % 1 0.80 0.72
2 0.85 0.77Pervious area runoff coefficient: 0.29019 5 0.95 0.86
10 1.00 0.90C10 = 0.9 20 1.05 0.95
50 1.15 1.00100 1.20 1.00
Design Coeffiecient: 1.00
Design Flow Rate
Catchment Area 0.228 ha
Design Flow Rate = 0.12983 m³/s
Concrete or Asphalt
Dubbo Hospital -Rail Corridor Catchment - 100 Year Building
360/.. AICQ
Rainfall Discharge Analysis
Project Number 4363Project TitleDate 28-May-12
Note: Design Calcs undertaken adopting AR&R design process.
Using Rational Method:
where: Q = Design Flowrate (m³/s)C = Dimensionless runoff coefficientI = Rainfall Intensity (mm/hr)A = Catchment Area (ha)
Time of Concentration
Predominant Surface Type:Roughness Coefficient: 0.130Flow Path Length: 220 mSlope: 0.02 m/m
Time of Concentration: 20 min
Rainfall Intensity
Duration 20 minsDesign Storm 100 years
Design Rainfall Intensity 121 mm/hr
Runoff Coefficient
10 Year, 1 Hour Intensity: 39.3 mm/hr ARI (years) Fy CyFraction Impervious: 0 % 1 0.80 0.23
2 0.85 0.25Pervious area runoff coefficient: 0.29019 5 0.95 0.28
10 1.00 0.29C10 = 0.29019 20 1.05 0.30
50 1.15 0.33100 1.20 0.35
Design Coeffiecient: 0.35
Design Flow Rate
Catchment Area 1.365 ha
Design Flow Rate = 0.15976 m³/s
Sparse Vegitation
Dubbo Hospital -Rail Corridor Catchment - 10 Year Land
360/.. AICQ
Rainfall Discharge Analysis
Project Number 4363Project TitleDate 28-May-12
Note: Design Calcs undertaken adopting AR&R design process.
Using Rational Method:
where: Q = Design Flowrate (m³/s)C = Dimensionless runoff coefficientI = Rainfall Intensity (mm/hr)A = Catchment Area (ha)
Time of Concentration
Predominant Surface Type:Roughness Coefficient: 0.013Flow Path Length: 220 mSlope: 0.01 m/m
Time of Concentration: 6 min
Rainfall Intensity
Duration 6 minsDesign Storm 100 years
Design Rainfall Intensity 205 mm/hr
Runoff Coefficient
10 Year, 1 Hour Intensity: 39.3 mm/hr ARI (years) Fy CyFraction Impervious: 100 % 1 0.80 0.72
2 0.85 0.77Pervious area runoff coefficient: 0.29019 5 0.95 0.86
10 1.00 0.90C10 = 0.9 20 1.05 0.95
50 1.15 1.00100 1.20 1.00
Design Coeffiecient: 1.00
Design Flow Rate
Catchment Area 0.682 ha
Design Flow Rate = 0.38836 m³/s
Concrete or Asphalt
Dubbo Hospital -Rail Corridor Catchment - 100 Year Road
360/.. AICQ
Rainfall Discharge Analysis
Project Number 4363Project TitleDate 28-May-12
Note: Design Calcs undertaken adopting AR&R design process.
Using Rational Method:
where: Q = Design Flowrate (m³/s)C = Dimensionless runoff coefficientI = Rainfall Intensity (mm/hr)A = Catchment Area (ha)
Time of Concentration
Predominant Surface Type:Roughness Coefficient: 0.013Flow Path Length: 220 mSlope: 0.01 m/m
Time of Concentration: 6 min
Rainfall Intensity
Duration 6 minsDesign Storm 5 years
Design Rainfall Intensity 108 mm/hr
Runoff Coefficient
10 Year, 1 Hour Intensity: 39.3 mm/hr ARI (years) Fy CyFraction Impervious: 100 % 1 0.80 0.72
2 0.85 0.77Pervious area runoff coefficient: 0.29019 5 0.95 0.86
10 1.00 0.90C10 = 0.9 20 1.05 0.95
50 1.15 1.00100 1.20 1.00
Design Coeffiecient: 0.86
Design Flow Rate
Catchment Area 0.228 ha
Design Flow Rate = 0.05848 m³/s
Concrete or Asphalt
Dubbo Hospital -Rail Corridor Catchment - 5 Year Building
360/.. AICQ
Rainfall Discharge Analysis
Project Number 4363Project TitleDate 28-May-12
Note: Design Calcs undertaken adopting AR&R design process.
Using Rational Method:
where: Q = Design Flowrate (m³/s)C = Dimensionless runoff coefficientI = Rainfall Intensity (mm/hr)A = Catchment Area (ha)
Time of Concentration
Predominant Surface Type:Roughness Coefficient: 0.130Flow Path Length: 220 mSlope: 0.02 m/m
Time of Concentration: 30 min
Rainfall Intensity
Duration 30 minsDesign Storm 5 years
Design Rainfall Intensity 51.7 mm/hr
Runoff Coefficient
10 Year, 1 Hour Intensity: 39.3 mm/hr ARI (years) Fy CyFraction Impervious: 0 % 1 0.80 0.23
2 0.85 0.25Pervious area runoff coefficient: 0.29019 5 0.95 0.28
10 1.00 0.29C10 = 0.29019 20 1.05 0.30
50 1.15 0.33100 1.20 0.35
Design Coeffiecient: 0.28
Design Flow Rate
Catchment Area 1.365 ha
Design Flow Rate = 0.05404 m³/s
Sparse Vegitation
Dubbo Hospital -Rail Corridor Catchment - 5 Year Land
360/.. AICQ
Rainfall Discharge Analysis
Project Number 4363Project TitleDate 28-May-12
Note: Design Calcs undertaken adopting AR&R design process.
Using Rational Method:
where: Q = Design Flowrate (m³/s)C = Dimensionless runoff coefficientI = Rainfall Intensity (mm/hr)A = Catchment Area (ha)
Time of Concentration
Predominant Surface Type:Roughness Coefficient: 0.013Flow Path Length: 220 mSlope: 0.01 m/m
Time of Concentration: 6 min
Rainfall Intensity
Duration 6 minsDesign Storm 5 years
Design Rainfall Intensity 108 mm/hr
Runoff Coefficient
10 Year, 1 Hour Intensity: 39.3 mm/hr ARI (years) Fy CyFraction Impervious: 100 % 1 0.80 0.72
2 0.85 0.77Pervious area runoff coefficient: 0.29019 5 0.95 0.86
10 1.00 0.90C10 = 0.9 20 1.05 0.95
50 1.15 1.00100 1.20 1.00
Design Coeffiecient: 0.86
Design Flow Rate
Catchment Area 0.682 ha
Design Flow Rate = 0.17493 m³/s
Concrete or Asphalt
Dubbo Hospital -Rail Corridor Catchment - 5 Year Road
360/.. AICQ
Proposed Catchment Analysis
Rainfall Discharge Analysis
Project Number 4363Project TitleDate 28-May-12
Note: Design Calcs undertaken adopting AR&R design process.
Using Rational Method:
where: Q = Design Flowrate (m³/s)C = Dimensionless runoff coefficientI = Rainfall Intensity (mm/hr)A = Catchment Area (ha)
Time of Concentration
Predominant Surface Type:Roughness Coefficient: 0.013Flow Path Length: 220 mSlope: 0.01 m/m
Time of Concentration: 6 min
Rainfall Intensity
Duration 6 minsDesign Storm 5 years
Design Rainfall Intensity 108 mm/hr
Runoff Coefficient
10 Year, 1 Hour Intensity: 39.3 mm/hr ARI (years) Fy CyFraction Impervious: 100 % 1 0.80 0.72
2 0.85 0.77Pervious area runoff coefficient: 0.29019 5 0.95 0.86
10 1.00 0.90C10 = 0.9 20 1.05 0.95
50 1.15 1.00100 1.20 1.00
Design Coeffiecient: 0.86
Design Flow Rate
Catchment Area 1.091 ha
Design Flow Rate = 0.27984 m³/s
Concrete or Asphalt
Dubbo Hospital - Myall Catchment - 5 Year Building Post Dev
360/.. AICQ
Rainfall Discharge Analysis
Project Number 4363Project TitleDate 28-May-12
Note: Design Calcs undertaken adopting AR&R design process.
Using Rational Method:
where: Q = Design Flowrate (m³/s)C = Dimensionless runoff coefficientI = Rainfall Intensity (mm/hr)A = Catchment Area (ha)
Time of Concentration
Predominant Surface Type:Roughness Coefficient: 0.013Flow Path Length: 100 mSlope: 0.01 m/m
Time of Concentration: 5 min
Rainfall Intensity
Duration 5 minsDesign Storm 5 years
Design Rainfall Intensity 116 mm/hr
Runoff Coefficient
10 Year, 1 Hour Intensity: 39.3 mm/hr ARI (years) Fy CyFraction Impervious: 100 % 1 0.80 0.72
2 0.85 0.77Pervious area runoff coefficient: 0.29019 5 0.95 0.86
10 1.00 0.90C10 = 0.9 20 1.05 0.95
50 1.15 1.00100 1.20 1.00
Design Coeffiecient: 0.86
Design Flow Rate
Catchment Area 0.71 ha
Design Flow Rate = 0.19561 m³/s
Concrete or Asphalt
Dubbo Hospital - Myall Catchment - 5 Year Car Post Dev
360/.. AICQ
Rainfall Discharge Analysis
Project Number 4363Project TitleDate 28-May-12
Note: Design Calcs undertaken adopting AR&R design process.
Using Rational Method:
where: Q = Design Flowrate (m³/s)C = Dimensionless runoff coefficientI = Rainfall Intensity (mm/hr)A = Catchment Area (ha)
Time of Concentration
Predominant Surface Type:Roughness Coefficient: 0.130Flow Path Length: 120 mSlope: 0.01 m/m
Time of Concentration: 20 min
Rainfall Intensity
Duration 20 minsDesign Storm 5 years
Design Rainfall Intensity 63.9 mm/hr
Runoff Coefficient
10 Year, 1 Hour Intensity: 39.3 mm/hr ARI (years) Fy CyFraction Impervious: 0 % 1 0.80 0.23
2 0.85 0.25Pervious area runoff coefficient: 0.29019 5 0.95 0.28
10 1.00 0.29C10 = 0.29019 20 1.05 0.30
50 1.15 0.33100 1.20 0.35
Design Coeffiecient: 0.28
Design Flow Rate
Catchment Area 1.096 ha
Design Flow Rate = 0.05363 m³/s
Sparse Vegitation
Dubbo Hospital - Myall Catchment - 5 Year Landscape Post Dev
360/.. AICQ
Rainfall Discharge Analysis
Project Number 4363Project TitleDate 28-May-12
Note: Design Calcs undertaken adopting AR&R design process.
Using Rational Method:
where: Q = Design Flowrate (m³/s)C = Dimensionless runoff coefficientI = Rainfall Intensity (mm/hr)A = Catchment Area (ha)
Time of Concentration
Predominant Surface Type:Roughness Coefficient: 0.013Flow Path Length: 120 mSlope: 0.01 m/m
Time of Concentration: 5 min
Rainfall Intensity
Duration 5 minsDesign Storm 5 years
Design Rainfall Intensity 116 mm/hr
Runoff Coefficient
10 Year, 1 Hour Intensity: 39.3 mm/hr ARI (years) Fy CyFraction Impervious: 100 % 1 0.80 0.72
2 0.85 0.77Pervious area runoff coefficient: 0.29019 5 0.95 0.86
10 1.00 0.90C10 = 0.9 20 1.05 0.95
50 1.15 1.00100 1.20 1.00
Design Coeffiecient: 0.86
Design Flow Rate
Catchment Area 0.433 ha
Design Flow Rate = 0.11929 m³/s
Concrete or Asphalt
Dubbo Hospital - Myall Catchment -5 Year Road Post Dev
360/.. AICQ
Rainfall Discharge Analysis
Project Number 4363Project TitleDate 28-May-12
Note: Design Calcs undertaken adopting AR&R design process.
Using Rational Method:
where: Q = Design Flowrate (m³/s)C = Dimensionless runoff coefficientI = Rainfall Intensity (mm/hr)A = Catchment Area (ha)
Time of Concentration
Predominant Surface Type:Roughness Coefficient: 0.013Flow Path Length: 220 mSlope: 0.01 m/m
Time of Concentration: 6 min
Rainfall Intensity
Duration 6 minsDesign Storm 10 years
Design Rainfall Intensity 125 mm/hr
Runoff Coefficient
10 Year, 1 Hour Intensity: 39.3 mm/hr ARI (years) Fy CyFraction Impervious: 100 % 1 0.80 0.72
2 0.85 0.77Pervious area runoff coefficient: 0.29019 5 0.95 0.86
10 1.00 0.90C10 = 0.9 20 1.05 0.95
50 1.15 1.00100 1.20 1.00
Design Coeffiecient: 0.90
Design Flow Rate
Catchment Area 1.091 ha
Design Flow Rate = 0.34094 m³/s
Concrete or Asphalt
Dubbo Hospital - Myall Catchment - 10 Year Building Post Dev
360/.. AICQ
Rainfall Discharge Analysis
Project Number 4363Project TitleDate 28-May-12
Note: Design Calcs undertaken adopting AR&R design process.
Using Rational Method:
where: Q = Design Flowrate (m³/s)C = Dimensionless runoff coefficientI = Rainfall Intensity (mm/hr)A = Catchment Area (ha)
Time of Concentration
Predominant Surface Type:Roughness Coefficient: 0.013Flow Path Length: 100 mSlope: 0.01 m/m
Time of Concentration: 5 min
Rainfall Intensity
Duration 5 minsDesign Storm 10 years
Design Rainfall Intensity 134 mm/hr
Runoff Coefficient
10 Year, 1 Hour Intensity: 39.3 mm/hr ARI (years) Fy CyFraction Impervious: 100 % 1 0.80 0.72
2 0.85 0.77Pervious area runoff coefficient: 0.29019 5 0.95 0.86
10 1.00 0.90C10 = 0.9 20 1.05 0.95
50 1.15 1.00100 1.20 1.00
Design Coeffiecient: 0.90
Design Flow Rate
Catchment Area 0.71 ha
Design Flow Rate = 0.23785 m³/s
Concrete or Asphalt
Dubbo Hospital - Myall Catchment - 10 Year Car Park Post Dev
360/.. AICQ
Rainfall Discharge Analysis
Project Number 4363Project TitleDate 28-May-12
Note: Design Calcs undertaken adopting AR&R design process.
Using Rational Method:
where: Q = Design Flowrate (m³/s)C = Dimensionless runoff coefficientI = Rainfall Intensity (mm/hr)A = Catchment Area (ha)
Time of Concentration
Predominant Surface Type:Roughness Coefficient: 0.130Flow Path Length: 120 mSlope: 0.01 m/m
Time of Concentration: 20 min
Rainfall Intensity
Duration 20 minsDesign Storm 10 years
Design Rainfall Intensity 73.9 mm/hr
Runoff Coefficient
10 Year, 1 Hour Intensity: 39.3 mm/hr ARI (years) Fy CyFraction Impervious: 0 % 1 0.80 0.23
2 0.85 0.25Pervious area runoff coefficient: 0.29019 5 0.95 0.28
10 1.00 0.29C10 = 0.29019 20 1.05 0.30
50 1.15 0.33100 1.20 0.35
Design Coeffiecient: 0.29
Design Flow Rate
Catchment Area 1.096 ha
Design Flow Rate = 0.06529 m³/s
Sparse Vegitation
Dubbo Hospital - Myall Catchment - 10 Year Landscape Post Dev
360/.. AICQ
Rainfall Discharge Analysis
Project Number 4363Project TitleDate 28-May-12
Note: Design Calcs undertaken adopting AR&R design process.
Using Rational Method:
where: Q = Design Flowrate (m³/s)C = Dimensionless runoff coefficientI = Rainfall Intensity (mm/hr)A = Catchment Area (ha)
Time of Concentration
Predominant Surface Type:Roughness Coefficient: 0.013Flow Path Length: 120 mSlope: 0.01 m/m
Time of Concentration: 5 min
Rainfall Intensity
Duration 5 minsDesign Storm 10 years
Design Rainfall Intensity 134 mm/hr
Runoff Coefficient
10 Year, 1 Hour Intensity: 39.3 mm/hr ARI (years) Fy CyFraction Impervious: 100 % 1 0.80 0.72
2 0.85 0.77Pervious area runoff coefficient: 0.29019 5 0.95 0.86
10 1.00 0.90C10 = 0.9 20 1.05 0.95
50 1.15 1.00100 1.20 1.00
Design Coeffiecient: 0.90
Design Flow Rate
Catchment Area 0.433 ha
Design Flow Rate = 0.14506 m³/s
Concrete or Asphalt
Dubbo Hospital - Myall Catchment -10 Year Road Post Dev
360/.. AICQ
Rainfall Discharge Analysis
Project Number 4363Project TitleDate 28-May-12
Note: Design Calcs undertaken adopting AR&R design process.
Using Rational Method:
where: Q = Design Flowrate (m³/s)C = Dimensionless runoff coefficientI = Rainfall Intensity (mm/hr)A = Catchment Area (ha)
Time of Concentration
Predominant Surface Type:Roughness Coefficient: 0.013Flow Path Length: 220 mSlope: 0.01 m/m
Time of Concentration: 6 min
Rainfall Intensity
Duration 6 minsDesign Storm 20 years
Design Rainfall Intensity 148 mm/hr
Runoff Coefficient
10 Year, 1 Hour Intensity: 39.3 mm/hr ARI (years) Fy CyFraction Impervious: 100 % 1 0.80 0.72
2 0.85 0.77Pervious area runoff coefficient: 0.29019 5 0.95 0.86
10 1.00 0.90C10 = 0.9 20 1.05 0.95
50 1.15 1.00100 1.20 1.00
Design Coeffiecient: 0.95
Design Flow Rate
Catchment Area 1.091 ha
Design Flow Rate = 0.42385 m³/s
Concrete or Asphalt
Dubbo Hospital - Myall Catchment - 20 Year Building Post Dev
360/.. AICQ
Rainfall Discharge Analysis
Project Number 4363Project TitleDate 28-May-12
Note: Design Calcs undertaken adopting AR&R design process.
Using Rational Method:
where: Q = Design Flowrate (m³/s)C = Dimensionless runoff coefficientI = Rainfall Intensity (mm/hr)A = Catchment Area (ha)
Time of Concentration
Predominant Surface Type:Roughness Coefficient: 0.013Flow Path Length: 100 mSlope: 0.01 m/m
Time of Concentration: 5 min
Rainfall Intensity \
Duration 5 minsDesign Storm 20 years
Design Rainfall Intensity 159 mm/hr
Runoff Coefficient
10 Year, 1 Hour Intensity: 39.3 mm/hr ARI (years) Fy CyFraction Impervious: 100 % 1 0.80 0.72
2 0.85 0.77Pervious area runoff coefficient: 0.29019 5 0.95 0.86
10 1.00 0.90C10 = 0.9 20 1.05 0.95
50 1.15 1.00100 1.20 1.00
Design Coeffiecient: 0.95
Design Flow Rate
Catchment Area 0.71 ha
Design Flow Rate = 0.29634 m³/s
Concrete or Asphalt
Dubbo Hospital - Myall Catchment - 20 Year Car Post Dev
360/.. AICQ
Rainfall Discharge Analysis
Project Number 4363Project TitleDate 28-May-12
Note: Design Calcs undertaken adopting AR&R design process.
Using Rational Method:
where: Q = Design Flowrate (m³/s)C = Dimensionless runoff coefficientI = Rainfall Intensity (mm/hr)A = Catchment Area (ha)
Time of Concentration
Predominant Surface Type:Roughness Coefficient: 0.130Flow Path Length: 120 mSlope: 0.01 m/m
Time of Concentration: 20 min
Rainfall Intensity
Duration 20 minsDesign Storm 20 years
Design Rainfall Intensity 87.3 mm/hr
Runoff Coefficient
10 Year, 1 Hour Intensity: 39.3 mm/hr ARI (years) Fy CyFraction Impervious: 0 % 1 0.80 0.23
2 0.85 0.25Pervious area runoff coefficient: 0.29019 5 0.95 0.28
10 1.00 0.29C10 = 0.29019 20 1.05 0.30
50 1.15 0.33100 1.20 0.35
Design Coeffiecient: 0.30
Design Flow Rate
Catchment Area 1.096 ha
Design Flow Rate = 0.08098 m³/s
Sparse Vegitation
Dubbo Hospital - Myall Catchment - 20 Year Landscape Post Dev
360/.. AICQ
Rainfall Discharge Analysis
Project Number 4363Project TitleDate 28-May-12
Note: Design Calcs undertaken adopting AR&R design process.
Using Rational Method:
where: Q = Design Flowrate (m³/s)C = Dimensionless runoff coefficientI = Rainfall Intensity (mm/hr)A = Catchment Area (ha)
Time of Concentration
Predominant Surface Type:Roughness Coefficient: 0.013Flow Path Length: 120 mSlope: 0.01 m/m
Time of Concentration: 5 min
Rainfall Intensity
Duration 5 minsDesign Storm 20 years
Design Rainfall Intensity 159 mm/hr
Runoff Coefficient
10 Year, 1 Hour Intensity: 39.3 mm/hr ARI (years) Fy CyFraction Impervious: 100 % 1 0.80 0.72
2 0.85 0.77Pervious area runoff coefficient: 0.29019 5 0.95 0.86
10 1.00 0.90C10 = 0.9 20 1.05 0.95
50 1.15 1.00100 1.20 1.00
Design Coeffiecient: 0.95
Design Flow Rate
Catchment Area 0.433 ha
Design Flow Rate = 0.18072 m³/s
Concrete or Asphalt
Dubbo Hospital - Myall Catchment -20 Year Road Post Dev
360/.. AICQ
Rainfall Discharge Analysis
Project Number 4363Project TitleDate 28-May-12
Note: Design Calcs undertaken adopting AR&R design process.
Using Rational Method:
where: Q = Design Flowrate (m³/s)C = Dimensionless runoff coefficientI = Rainfall Intensity (mm/hr)A = Catchment Area (ha)
Time of Concentration
Predominant Surface Type:Roughness Coefficient: 0.013Flow Path Length: 220 mSlope: 0.01 m/m
Time of Concentration: 6 min
Rainfall Intensity
Duration 6 minsDesign Storm 50 years
Design Rainfall Intensity 180 mm/hr
Runoff Coefficient
10 Year, 1 Hour Intensity: 39.3 mm/hr ARI (years) Fy CyFraction Impervious: 100 % 1 0.80 0.72
2 0.85 0.77Pervious area runoff coefficient: 0.29019 5 0.95 0.86
10 1.00 0.90C10 = 0.9 20 1.05 0.95
50 1.15 1.00100 1.20 1.00
Design Coeffiecient: 1.00
Design Flow Rate
Catchment Area 1.091 ha
Design Flow Rate = 0.5455 m³/s
Concrete or Asphalt
Dubbo Hospital - Myall Catchment - 50 Year Building Post Dev
360/.. AICQ
Rainfall Discharge Analysis
Project Number 4363Project TitleDate 28-May-12
Note: Design Calcs undertaken adopting AR&R design process.
Using Rational Method:
where: Q = Design Flowrate (m³/s)C = Dimensionless runoff coefficientI = Rainfall Intensity (mm/hr)A = Catchment Area (ha)
Time of Concentration
Predominant Surface Type:Roughness Coefficient: 0.013Flow Path Length: 100 mSlope: 0.01 m/m
Time of Concentration: 5 min
Rainfall Intensity \
Duration 5 minsDesign Storm 50 years
Design Rainfall Intensity 193 mm/hr
Runoff Coefficient
10 Year, 1 Hour Intensity: 39.3 mm/hr ARI (years) Fy CyFraction Impervious: 100 % 1 0.80 0.72
2 0.85 0.77Pervious area runoff coefficient: 0.29019 5 0.95 0.86
10 1.00 0.90C10 = 0.9 20 1.05 0.95
50 1.15 1.00100 1.20 1.00
Design Coeffiecient: 1.00
Design Flow Rate
Catchment Area 0.71 ha
Design Flow Rate = 0.38064 m³/s
Concrete or Asphalt
Dubbo Hospital - Myall Catchment - 50 Year Car Post Dev
360/.. AICQ
Rainfall Discharge Analysis
Project Number 4363Project TitleDate 28-May-12
Note: Design Calcs undertaken adopting AR&R design process.
Using Rational Method:
where: Q = Design Flowrate (m³/s)C = Dimensionless runoff coefficientI = Rainfall Intensity (mm/hr)A = Catchment Area (ha)
Time of Concentration
Predominant Surface Type:Roughness Coefficient: 0.130Flow Path Length: 120 mSlope: 0.01 m/m
Time of Concentration: 20 min
Rainfall Intensity
Duration 20 minsDesign Storm 50 years
Design Rainfall Intensity 106 mm/hr
Runoff Coefficient
10 Year, 1 Hour Intensity: 39.3 mm/hr ARI (years) Fy CyFraction Impervious: 0 % 1 0.80 0.23
2 0.85 0.25Pervious area runoff coefficient: 0.29019 5 0.95 0.28
10 1.00 0.29C10 = 0.29019 20 1.05 0.30
50 1.15 0.33100 1.20 0.35
Design Coeffiecient: 0.33
Design Flow Rate
Catchment Area 1.096 ha
Design Flow Rate = 0.10769 m³/s
Sparse Vegitation
Dubbo Hospital - Myall Catchment - 50 Year Landscape Post Dev
360/.. AICQ
Rainfall Discharge Analysis
Project Number 4363Project TitleDate 28-May-12
Note: Design Calcs undertaken adopting AR&R design process.
Using Rational Method:
where: Q = Design Flowrate (m³/s)C = Dimensionless runoff coefficientI = Rainfall Intensity (mm/hr)A = Catchment Area (ha)
Time of Concentration
Predominant Surface Type:Roughness Coefficient: 0.013Flow Path Length: 120 mSlope: 0.01 m/m
Time of Concentration: 5 min
Rainfall Intensity
Duration 5 minsDesign Storm 50 years
Design Rainfall Intensity 193 mm/hr
Runoff Coefficient
10 Year, 1 Hour Intensity: 39.3 mm/hr ARI (years) Fy CyFraction Impervious: 100 % 1 0.80 0.72
2 0.85 0.77Pervious area runoff coefficient: 0.29019 5 0.95 0.86
10 1.00 0.90C10 = 0.9 20 1.05 0.95
50 1.15 1.00100 1.20 1.00
Design Coeffiecient: 1.00
Design Flow Rate
Catchment Area 0.433 ha
Design Flow Rate = 0.23214 m³/s
Concrete or Asphalt
Dubbo Hospital - Myall Catchment -50 Year Road Post Dev
360/.. AICQ
Rainfall Discharge Analysis
Project Number 4363Project TitleDate 28-May-12
Note: Design Calcs undertaken adopting AR&R design process.
Using Rational Method:
where: Q = Design Flowrate (m³/s)C = Dimensionless runoff coefficientI = Rainfall Intensity (mm/hr)A = Catchment Area (ha)
Time of Concentration
Predominant Surface Type:Roughness Coefficient: 0.013Flow Path Length: 220 mSlope: 0.01 m/m
Time of Concentration: 6 min
Rainfall Intensity
Duration 6 minsDesign Storm 100 years
Design Rainfall Intensity 205 mm/hr
Runoff Coefficient
10 Year, 1 Hour Intensity: 39.3 mm/hr ARI (years) Fy CyFraction Impervious: 100 % 1 0.80 0.72
2 0.85 0.77Pervious area runoff coefficient: 0.29019 5 0.95 0.86
10 1.00 0.90C10 = 0.9 20 1.05 0.95
50 1.15 1.00100 1.20 1.00
Design Coeffiecient: 1.00
Design Flow Rate
Catchment Area 1.091 ha
Design Flow Rate = 0.62126 m³/s
Concrete or Asphalt
Dubbo Hospital - Myall Catchment - 100 Year Building Post Dev
360/.. AICQ
Rainfall Discharge Analysis
Project Number 4363Project TitleDate 28-May-12
Note: Design Calcs undertaken adopting AR&R design process.
Using Rational Method:
where: Q = Design Flowrate (m³/s)C = Dimensionless runoff coefficientI = Rainfall Intensity (mm/hr)A = Catchment Area (ha)
Time of Concentration
Predominant Surface Type:Roughness Coefficient: 0.013Flow Path Length: 100 mSlope: 0.01 m/m
Time of Concentration: 5 min
Rainfall Intensity \
Duration 5 minsDesign Storm 100 years
Design Rainfall Intensity 221 mm/hr
Runoff Coefficient
10 Year, 1 Hour Intensity: 39.3 mm/hr ARI (years) Fy CyFraction Impervious: 100 % 1 0.80 0.72
2 0.85 0.77Pervious area runoff coefficient: 0.29019 5 0.95 0.86
10 1.00 0.90C10 = 0.9 20 1.05 0.95
50 1.15 1.00100 1.20 1.00
Design Coeffiecient: 1.00
Design Flow Rate
Catchment Area 0.71 ha
Design Flow Rate = 0.43586 m³/s
Concrete or Asphalt
Dubbo Hospital - Myall Catchment - 100 Year Car Park Post Dev
360/.. AICQ
Rainfall Discharge Analysis
Project Number 4363Project TitleDate 28-May-12
Note: Design Calcs undertaken adopting AR&R design process.
Using Rational Method:
where: Q = Design Flowrate (m³/s)C = Dimensionless runoff coefficientI = Rainfall Intensity (mm/hr)A = Catchment Area (ha)
Time of Concentration
Predominant Surface Type:Roughness Coefficient: 0.130Flow Path Length: 120 mSlope: 0.01 m/m
Time of Concentration: 20 min
Rainfall Intensity
Duration 20 minsDesign Storm 100 years
Design Rainfall Intensity 121 mm/hr
Runoff Coefficient
10 Year, 1 Hour Intensity: 39.3 mm/hr ARI (years) Fy CyFraction Impervious: 0 % 1 0.80 0.23
2 0.85 0.25Pervious area runoff coefficient: 0.29019 5 0.95 0.28
10 1.00 0.29C10 = 0.29019 20 1.05 0.30
50 1.15 0.33100 1.20 0.35
Design Coeffiecient: 0.35
Design Flow Rate
Catchment Area 1.096 ha
Design Flow Rate = 0.12828 m³/s
Sparse Vegitation
Dubbo Hospital - Myall Catchment - 100 Year Landscape Post Dev
360/.. AICQ
Rainfall Discharge Analysis
Project Number 4363Project TitleDate 28-May-12
Note: Design Calcs undertaken adopting AR&R design process.
Using Rational Method:
where: Q = Design Flowrate (m³/s)C = Dimensionless runoff coefficientI = Rainfall Intensity (mm/hr)A = Catchment Area (ha)
Time of Concentration
Predominant Surface Type:Roughness Coefficient: 0.013Flow Path Length: 120 mSlope: 0.01 m/m
Time of Concentration: 5 min
Rainfall Intensity
Duration 5 minsDesign Storm 100 years
Design Rainfall Intensity 221 mm/hr
Runoff Coefficient
10 Year, 1 Hour Intensity: 39.3 mm/hr ARI (years) Fy CyFraction Impervious: 100 % 1 0.80 0.72
2 0.85 0.77Pervious area runoff coefficient: 0.29019 5 0.95 0.86
10 1.00 0.90C10 = 0.9 20 1.05 0.95
50 1.15 1.00100 1.20 1.00
Design Coeffiecient: 1.00
Design Flow Rate
Catchment Area 0.433 ha
Design Flow Rate = 0.26581 m³/s
Concrete or Asphalt
Dubbo Hospital - Myall Catchment -100 Year Road Post Dev
360/.. AICQ
Rainfall Discharge Analysis
Project Number 4363Project TitleDate 28-May-12
Note: Design Calcs undertaken adopting AR&R design process.
Using Rational Method:
where: Q = Design Flowrate (m³/s)C = Dimensionless runoff coefficientI = Rainfall Intensity (mm/hr)A = Catchment Area (ha)
Time of Concentration
Predominant Surface Type:Roughness Coefficient: 0.013Flow Path Length: 220 mSlope: 0.01 m/m
Time of Concentration: 6 min
Rainfall Intensity
Duration 6 minsDesign Storm 5 years
Design Rainfall Intensity 108 mm/hr
Runoff Coefficient
10 Year, 1 Hour Intensity: 39.3 mm/hr ARI (years) Fy CyFraction Impervious: 100 % 1 0.80 0.72
2 0.85 0.77Pervious area runoff coefficient: 0.29019 5 0.95 0.86
10 1.00 0.90C10 = 0.9 20 1.05 0.95
50 1.15 1.00100 1.20 1.00
Design Coeffiecient: 0.86
Design Flow Rate
Catchment Area 0.228 ha
Design Flow Rate = 0.05848 m³/s
Concrete or Asphalt
Dubbo Hospital -Rail Corridor Catchment - 5 Year Building Post Dev
360/.. AICQ
Rainfall Discharge Analysis
Project Number 4363Project TitleDate 28-May-12
Note: Design Calcs undertaken adopting AR&R design process.
Using Rational Method:
where: Q = Design Flowrate (m³/s)C = Dimensionless runoff coefficientI = Rainfall Intensity (mm/hr)A = Catchment Area (ha)
Time of Concentration
Predominant Surface Type:Roughness Coefficient: 0.130Flow Path Length: 220 mSlope: 0.02 m/m
Time of Concentration: 30 min
Rainfall Intensity
Duration 30 minsDesign Storm 5 years
Design Rainfall Intensity 51.7 mm/hr
Runoff Coefficient
10 Year, 1 Hour Intensity: 39.3 mm/hr ARI (years) Fy CyFraction Impervious: 0 % 1 0.80 0.23
2 0.85 0.25Pervious area runoff coefficient: 0.29019 5 0.95 0.28
10 1.00 0.29C10 = 0.29019 20 1.05 0.30
50 1.15 0.33100 1.20 0.35
Design Coeffiecient: 0.28
Design Flow Rate
Catchment Area 1.19 ha
Design Flow Rate = 0.04711 m³/s
Sparse Vegitation
Dubbo Hospital -Rail Corridor Catchment - 5 Year Land Post Dev
360/.. AICQ
Rainfall Discharge Analysis
Project Number 4363Project TitleDate 28-May-12
Note: Design Calcs undertaken adopting AR&R design process.
Using Rational Method:
where: Q = Design Flowrate (m³/s)C = Dimensionless runoff coefficientI = Rainfall Intensity (mm/hr)A = Catchment Area (ha)
Time of Concentration
Predominant Surface Type:Roughness Coefficient: 0.013Flow Path Length: 220 mSlope: 0.01 m/m
Time of Concentration: 6 min
Rainfall Intensity
Duration 6 minsDesign Storm 5 years
Design Rainfall Intensity 108 mm/hr
Runoff Coefficient
10 Year, 1 Hour Intensity: 39.3 mm/hr ARI (years) Fy CyFraction Impervious: 100 % 1 0.80 0.72
2 0.85 0.77Pervious area runoff coefficient: 0.29019 5 0.95 0.86
10 1.00 0.90C10 = 0.9 20 1.05 0.95
50 1.15 1.00100 1.20 1.00
Design Coeffiecient: 0.86
Design Flow Rate
Catchment Area 0.857 ha
Design Flow Rate = 0.21982 m³/s
Concrete or Asphalt
Dubbo Hospital -Rail Corridor Catchment - 5 Year Road Post Dev
360/.. AICQ
Rainfall Discharge Analysis
Project Number 4363Project TitleDate 28-May-12
Note: Design Calcs undertaken adopting AR&R design process.
Using Rational Method:
where: Q = Design Flowrate (m³/s)C = Dimensionless runoff coefficientI = Rainfall Intensity (mm/hr)A = Catchment Area (ha)
Time of Concentration
Predominant Surface Type:Roughness Coefficient: 0.013Flow Path Length: 220 mSlope: 0.01 m/m
Time of Concentration: 6 min
Rainfall Intensity
Duration 6 minsDesign Storm 10 years
Design Rainfall Intensity 125 mm/hr
Runoff Coefficient
10 Year, 1 Hour Intensity: 39.3 mm/hr ARI (years) Fy CyFraction Impervious: 100 % 1 0.80 0.72
2 0.85 0.77Pervious area runoff coefficient: 0.29019 5 0.95 0.86
10 1.00 0.90C10 = 0.9 20 1.05 0.95
50 1.15 1.00100 1.20 1.00
Design Coeffiecient: 0.90
Design Flow Rate
Catchment Area 0.228 ha
Design Flow Rate = 0.07125 m³/s
Concrete or Asphalt
Dubbo Hospital -Rail Corridor Catchment - 10 Year Building Post Dev
360/.. AICQ
Rainfall Discharge Analysis
Project Number 4363Project TitleDate 28-May-12
Note: Design Calcs undertaken adopting AR&R design process.
Using Rational Method:
where: Q = Design Flowrate (m³/s)C = Dimensionless runoff coefficientI = Rainfall Intensity (mm/hr)A = Catchment Area (ha)
Time of Concentration
Predominant Surface Type:Roughness Coefficient: 0.130Flow Path Length: 220 mSlope: 0.02 m/m
Time of Concentration: 30 min
Rainfall Intensity
Duration 30 minsDesign Storm 10 years
Design Rainfall Intensity 59.7 mm/hr
Runoff Coefficient
10 Year, 1 Hour Intensity: 39.3 mm/hr ARI (years) Fy CyFraction Impervious: 0 % 1 0.80 0.23
2 0.85 0.25Pervious area runoff coefficient: 0.29019 5 0.95 0.28
10 1.00 0.29C10 = 0.29019 20 1.05 0.30
50 1.15 0.33100 1.20 0.35
Design Coeffiecient: 0.29
Design Flow Rate
Catchment Area 1.19 ha
Design Flow Rate = 0.05727 m³/s
Sparse Vegitation
Dubbo Hospital -Rail Corridor Catchment - 10 Year Land Post Dev
360/.. AICQ
Rainfall Discharge Analysis
Project Number 4363Project TitleDate 28-May-12
Note: Design Calcs undertaken adopting AR&R design process.
Using Rational Method:
where: Q = Design Flowrate (m³/s)C = Dimensionless runoff coefficientI = Rainfall Intensity (mm/hr)A = Catchment Area (ha)
Time of Concentration
Predominant Surface Type:Roughness Coefficient: 0.013Flow Path Length: 220 mSlope: 0.01 m/m
Time of Concentration: 6 min
Rainfall Intensity
Duration 6 minsDesign Storm 10 years
Design Rainfall Intensity 125 mm/hr
Runoff Coefficient
10 Year, 1 Hour Intensity: 39.3 mm/hr ARI (years) Fy CyFraction Impervious: 100 % 1 0.80 0.72
2 0.85 0.77Pervious area runoff coefficient: 0.29019 5 0.95 0.86
10 1.00 0.90C10 = 0.9 20 1.05 0.95
50 1.15 1.00100 1.20 1.00
Design Coeffiecient: 0.90
Design Flow Rate
Catchment Area 0.857 ha
Design Flow Rate = 0.26781 m³/s
Concrete or Asphalt
Dubbo Hospital -Rail Corridor Catchment - 10 Year Road Post Dev
360/.. AICQ
Rainfall Discharge Analysis
Project Number 4363Project TitleDate 28-May-12
Note: Design Calcs undertaken adopting AR&R design process.
Using Rational Method:
where: Q = Design Flowrate (m³/s)C = Dimensionless runoff coefficientI = Rainfall Intensity (mm/hr)A = Catchment Area (ha)
Time of Concentration
Predominant Surface Type:Roughness Coefficient: 0.013Flow Path Length: 220 mSlope: 0.01 m/m
Time of Concentration: 6 min
Rainfall Intensity
Duration 6 minsDesign Storm 20 years
Design Rainfall Intensity 148 mm/hr
Runoff Coefficient
10 Year, 1 Hour Intensity: 39.3 mm/hr ARI (years) Fy CyFraction Impervious: 100 % 1 0.80 0.72
2 0.85 0.77Pervious area runoff coefficient: 0.29019 5 0.95 0.86
10 1.00 0.90C10 = 0.9 20 1.05 0.95
50 1.15 1.00100 1.20 1.00
Design Coeffiecient: 0.95
Design Flow Rate
Catchment Area 0.228 ha
Design Flow Rate = 0.08858 m³/s
Concrete or Asphalt
Dubbo Hospital -Rail Corridor Catchment - 20 Year Building Post Dev
360/.. AICQ
Rainfall Discharge Analysis
Project Number 4363Project TitleDate 28-May-12
Note: Design Calcs undertaken adopting AR&R design process.
Using Rational Method:
where: Q = Design Flowrate (m³/s)C = Dimensionless runoff coefficientI = Rainfall Intensity (mm/hr)A = Catchment Area (ha)
Time of Concentration
Predominant Surface Type:Roughness Coefficient: 0.130Flow Path Length: 220 mSlope: 0.02 m/m
Time of Concentration: 30 min
Rainfall Intensity
Duration 30 minsDesign Storm 20 years
Design Rainfall Intensity 70.4 mm/hr
Runoff Coefficient
10 Year, 1 Hour Intensity: 39.3 mm/hr ARI (years) Fy CyFraction Impervious: 0 % 1 0.80 0.23
2 0.85 0.25Pervious area runoff coefficient: 0.29019 5 0.95 0.28
10 1.00 0.29C10 = 0.29019 20 1.05 0.30
50 1.15 0.33100 1.20 0.35
Design Coeffiecient: 0.30
Design Flow Rate
Catchment Area 1.19 ha
Design Flow Rate = 0.07091 m³/s
Sparse Vegitation
Dubbo Hospital -Rail Corridor Catchment - 20 Year Land Post Dev
360/.. AICQ
Rainfall Discharge Analysis
Project Number 4363Project TitleDate 28-May-12
Note: Design Calcs undertaken adopting AR&R design process.
Using Rational Method:
where: Q = Design Flowrate (m³/s)C = Dimensionless runoff coefficientI = Rainfall Intensity (mm/hr)A = Catchment Area (ha)
Time of Concentration
Predominant Surface Type:Roughness Coefficient: 0.013Flow Path Length: 220 mSlope: 0.01 m/m
Time of Concentration: 6 min
Rainfall Intensity
Duration 6 minsDesign Storm 20 years
Design Rainfall Intensity 148 mm/hr
Runoff Coefficient
10 Year, 1 Hour Intensity: 39.3 mm/hr ARI (years) Fy CyFraction Impervious: 100 % 1 0.80 0.72
2 0.85 0.77Pervious area runoff coefficient: 0.29019 5 0.95 0.86
10 1.00 0.90C10 = 0.9 20 1.05 0.95
50 1.15 1.00100 1.20 1.00
Design Coeffiecient: 0.95
Design Flow Rate
Catchment Area 0.857 ha
Design Flow Rate = 0.33294 m³/s
Concrete or Asphalt
Dubbo Hospital -Rail Corridor Catchment - 20 Year Road Post Dev
360/.. AICQ
Rainfall Discharge Analysis
Project Number 4363Project TitleDate 28-May-12
Note: Design Calcs undertaken adopting AR&R design process.
Using Rational Method:
where: Q = Design Flowrate (m³/s)C = Dimensionless runoff coefficientI = Rainfall Intensity (mm/hr)A = Catchment Area (ha)
Time of Concentration
Predominant Surface Type:Roughness Coefficient: 0.013Flow Path Length: 220 mSlope: 0.01 m/m
Time of Concentration: 6 min
Rainfall Intensity
Duration 6 minsDesign Storm 50 years
Design Rainfall Intensity 180 mm/hr
Runoff Coefficient
10 Year, 1 Hour Intensity: 39.3 mm/hr ARI (years) Fy CyFraction Impervious: 100 % 1 0.80 0.72
2 0.85 0.77Pervious area runoff coefficient: 0.29019 5 0.95 0.86
10 1.00 0.90C10 = 0.9 20 1.05 0.95
50 1.15 1.00100 1.20 1.00
Design Coeffiecient: 1.00
Design Flow Rate
Catchment Area 0.228 ha
Design Flow Rate = 0.114 m³/s
Concrete or Asphalt
Dubbo Hospital -Rail Corridor Catchment - 50 Year Building Post Dev
360/.. AICQ
Rainfall Discharge Analysis
Project Number 4363Project TitleDate 28-May-12
Note: Design Calcs undertaken adopting AR&R design process.
Using Rational Method:
where: Q = Design Flowrate (m³/s)C = Dimensionless runoff coefficientI = Rainfall Intensity (mm/hr)A = Catchment Area (ha)
Time of Concentration
Predominant Surface Type:Roughness Coefficient: 0.130Flow Path Length: 220 mSlope: 0.02 m/m
Time of Concentration: 20 min
Rainfall Intensity
Duration 20 minsDesign Storm 50 years
Design Rainfall Intensity 106 mm/hr
Runoff Coefficient
10 Year, 1 Hour Intensity: 39.3 mm/hr ARI (years) Fy CyFraction Impervious: 0 % 1 0.80 0.23
2 0.85 0.25Pervious area runoff coefficient: 0.29019 5 0.95 0.28
10 1.00 0.29C10 = 0.29019 20 1.05 0.30
50 1.15 0.33100 1.20 0.35
Design Coeffiecient: 0.33
Design Flow Rate
Catchment Area 1.19 ha
Design Flow Rate = 0.11693 m³/s
Sparse Vegitation
Dubbo Hospital -Rail Corridor Catchment - 50 Year Land Post Dev
360/.. AICQ
Rainfall Discharge Analysis
Project Number 4363Project TitleDate 28-May-12
Note: Design Calcs undertaken adopting AR&R design process.
Using Rational Method:
where: Q = Design Flowrate (m³/s)C = Dimensionless runoff coefficientI = Rainfall Intensity (mm/hr)A = Catchment Area (ha)
Time of Concentration
Predominant Surface Type:Roughness Coefficient: 0.013Flow Path Length: 220 mSlope: 0.01 m/m
Time of Concentration: 6 min
Rainfall Intensity
Duration 6 minsDesign Storm 50 years
Design Rainfall Intensity 180 mm/hr
Runoff Coefficient
10 Year, 1 Hour Intensity: 39.3 mm/hr ARI (years) Fy CyFraction Impervious: 100 % 1 0.80 0.72
2 0.85 0.77Pervious area runoff coefficient: 0.29019 5 0.95 0.86
10 1.00 0.90C10 = 0.9 20 1.05 0.95
50 1.15 1.00100 1.20 1.00
Design Coeffiecient: 1.00
Design Flow Rate
Catchment Area 0.857 ha
Design Flow Rate = 0.4285 m³/s
Concrete or Asphalt
Dubbo Hospital -Rail Corridor Catchment - 50 Year Road Post Dev
360/.. AICQ
Rainfall Discharge Analysis
Project Number 4363Project TitleDate 28-May-12
Note: Design Calcs undertaken adopting AR&R design process.
Using Rational Method:
where: Q = Design Flowrate (m³/s)C = Dimensionless runoff coefficientI = Rainfall Intensity (mm/hr)A = Catchment Area (ha)
Time of Concentration
Predominant Surface Type:Roughness Coefficient: 0.013Flow Path Length: 220 mSlope: 0.01 m/m
Time of Concentration: 6 min
Rainfall Intensity
Duration 6 minsDesign Storm 100 years
Design Rainfall Intensity 205 mm/hr
Runoff Coefficient
10 Year, 1 Hour Intensity: 39.3 mm/hr ARI (years) Fy CyFraction Impervious: 100 % 1 0.80 0.72
2 0.85 0.77Pervious area runoff coefficient: 0.29019 5 0.95 0.86
10 1.00 0.90C10 = 0.9 20 1.05 0.95
50 1.15 1.00100 1.20 1.00
Design Coeffiecient: 1.00
Design Flow Rate
Catchment Area 0.228 ha
Design Flow Rate = 0.12983 m³/s
Concrete or Asphalt
Dubbo Hospital -Rail Corridor Catchment - 100 Year Building Post Dev
360/.. AICQ
Rainfall Discharge Analysis
Project Number 4363Project TitleDate 28-May-12
Note: Design Calcs undertaken adopting AR&R design process.
Using Rational Method:
where: Q = Design Flowrate (m³/s)C = Dimensionless runoff coefficientI = Rainfall Intensity (mm/hr)A = Catchment Area (ha)
Time of Concentration
Predominant Surface Type:Roughness Coefficient: 0.130Flow Path Length: 220 mSlope: 0.02 m/m
Time of Concentration: 20 min
Rainfall Intensity
Duration 20 minsDesign Storm 100 years
Design Rainfall Intensity 121 mm/hr
Runoff Coefficient
10 Year, 1 Hour Intensity: 39.3 mm/hr ARI (years) Fy CyFraction Impervious: 0 % 1 0.80 0.23
2 0.85 0.25Pervious area runoff coefficient: 0.29019 5 0.95 0.28
10 1.00 0.29C10 = 0.29019 20 1.05 0.30
50 1.15 0.33100 1.20 0.35
Design Coeffiecient: 0.35
Design Flow Rate
Catchment Area 1.19 ha
Design Flow Rate = 0.13928 m³/s
Sparse Vegitation
Dubbo Hospital -Rail Corridor Catchment - 100 Year Land Post Dev
360/.. AICQ
Rainfall Discharge Analysis
Project Number 4363Project TitleDate 28-May-12
Note: Design Calcs undertaken adopting AR&R design process.
Using Rational Method:
where: Q = Design Flowrate (m³/s)C = Dimensionless runoff coefficientI = Rainfall Intensity (mm/hr)A = Catchment Area (ha)
Time of Concentration
Predominant Surface Type:Roughness Coefficient: 0.013Flow Path Length: 220 mSlope: 0.01 m/m
Time of Concentration: 6 min
Rainfall Intensity
Duration 6 minsDesign Storm 100 years
Design Rainfall Intensity 205 mm/hr
Runoff Coefficient
10 Year, 1 Hour Intensity: 39.3 mm/hr ARI (years) Fy CyFraction Impervious: 100 % 1 0.80 0.72
2 0.85 0.77Pervious area runoff coefficient: 0.29019 5 0.95 0.86
10 1.00 0.90C10 = 0.9 20 1.05 0.95
50 1.15 1.00100 1.20 1.00
Design Coeffiecient: 1.00
Design Flow Rate
Catchment Area 0.857 ha
Design Flow Rate = 0.48801 m³/s
Concrete or Asphalt
Dubbo Hospital -Rail Corridor Catchment - 100 Year Road Post Dev
360/.. AICQ
On Site Detention Analysis
OSD Calculation
Permisible Discharge
Area 3.33 ha
Permissible Discharge 0.6700 m3/s
OSD Design
Design ARI 20 Years
Time of Concentration Actual Intensity Cy Actual Discharge Discharge Volume Allowable Discharge Allowable Volume OSD Volumemin mm/hr m3/s m3 m3/s m3 m35 159 0.735 1.0810 324.30 0.6700 201.00 123.306 148 0.735 1.0062 362.24 0.6700 241.20 121.0410 120 0.735 0.8159 489.51 0.6700 402.00 87.5120 87.3 0.735 0.5935 712.24 0.6700 804.00 -91.7630 70.4 0.735 0.4786 861.54 0.6700 1206.00 -344.4660 46.3 0.735 0.3148 1133.22 0.6700 2412.00 -1278.78120 28.7 0.735 0.1951 1404.89 0.6700 4824.00 -3419.11180 21.3 0.735 0.1448 1563.98 0.6700 7236.00 -5672.02360 12.7 0.735 0.0863 1865.03 0.6700 14472.00 -12606.97720 7.65 0.735 0.0520 2246.85 0.6700 28944.00 -26697.151440 4.7 0.735 0.0320 2760.84 0.6700 57888.00 -55127.162880 2.84 0.735 0.0193 3336.50 0.6700 115776.00 -112439.504320 2.03 0.735 0.0138 3577.34 0.6700 173664.00 -170086.66
Max Volume 123.30 m3
OSD Calculation
Permisible Discharge
Area 2.275 ha
Permissible Discharge 0.2880 m3/s
OSD Design
Design ARI 20 Years
Time of Concentration Actual Intensity Cy Actual Discharge Discharge Volume Allowable Discharge Allowable Volume OSD Volumemin mm/hr m3/s m3 m3/s m3 m35 159 0.63 0.6330 189.91 0.2880 86.40 103.516 148 0.63 0.5892 212.12 0.2880 103.68 108.4410 120 0.63 0.4778 286.65 0.2880 172.80 113.8520 87.3 0.63 0.3476 417.08 0.2880 345.60 71.4830 70.4 0.63 0.2803 504.50 0.2880 518.40 -13.9060 46.3 0.63 0.1843 663.59 0.2880 1036.80 -373.21120 28.7 0.63 0.1143 822.69 0.2880 2073.60 -1250.91180 21.3 0.63 0.0848 915.85 0.2880 3110.40 -2194.55360 12.7 0.63 0.0506 1092.14 0.2880 6220.80 -5128.66720 7.65 0.63 0.0305 1315.72 0.2880 12441.60 -11125.881440 4.7 0.63 0.0187 1616.71 0.2880 24883.20 -23266.492880 2.84 0.63 0.0113 1953.81 0.2880 49766.40 -47812.594320 2.03 0.63 0.0081 2094.84 0.2880 74649.60 -72554.76
Max Volume 113.85 m3
Civil Drawings
Mc
GU
INN
DRIVE
Mc
GU
INN
DR
IVE
( 5
SERVICESPIT
WIND SOCKLP
S.W. PIT
CO
NC
RET
E P
ATH
CONC. PATH
CONC. PATH
HIGH STEEL SECURITY FENCE
HIGH STEEL SECURITY FENCE
HIN
GE
-JO
INT
F
ENC
E
HINGE-JOINT FENCE
SECUTITY GARDEN AREA
AREA UNDER CONSTRUCTION
C.W
. FE
NC
E
LIQUIDOXYGENTANK
TANKOXYGENLIQUID
WASTE COLLECTION
STORAGE AREA
CO
NC
RE
TE P
ATH
CO
NC
RET
E P
ATH
HELI PAD
CONCRETE
CONCRETE PATH
CONCRETE PATHC
ON
CR
ETE
CO
NC
.
CONCRETE
CONCRETE
1 1 K
V
STE
EL &
TIM
BE R
225 mm
225 mm
225 mm
150 m
m
150 mm
200 mm
200 mm
300 mm
300
mm
PIPE NOTLOCATED
250 mmS.W. PIT
TOP
BANK
TOP
BANK
TOP
BAN
K
T OP
BANK
EAR
TH
BUNDS.
W.
RETE
NTIO
N
BASIN
BO
TTO
M B
ANK
BO
TTO
M B
ANK
BOTTOM B
ANK
BOTT
OM B
ANK
BOTT
OM
BAN
K
CO
NC
RE
TE K
. & G
.
CO
NC
RET
E K
. & G
.
CONCR
ETE
K. &
G.CO
NCRET
E K.
& G
.
CONCRETE K. & G.
CONCRETE K. & G.
CONCRETE K. & G.
CO
NC
RET
E K
. & G
.
CONCRETE K. & G.
TOP
277.8
2
INV. 2
75.32SM
H
BITU
MEN
R
OAD
ED
GE
OF
BIT
UM
EN
EDGE OF BITUMEN
ED
GE
OF
CO
NC
RET
E
EDGE OF BITUM
EN
ED
GE
OF
BIT
UM
EN
BITUPAVE ROAD
BITUPAVE ROAD
BITU
PAVE
RO
AD
BITU
PAVE
RO
AD
BITU
PAVE
RO
AD
BIT
UM
EN
R
OA
D
BITU
MEN
RO
AD
BIT
UM
EN R
OAD
BIT
UM
EN R
OAD
BITU
ME N
R
OA D
BIT
UM
EN
R
OA
D
PAVING
PAVING
LAWN
LAWNLAWN
LAWN
LAW
TAP
STEEL PLATEON PIPE
CAR
PA
RK
ING
BA
YS
1
2
3
4
5
6
1
2
3
4
5
6
7
8
9
10
LP
SP
SP
SP
ROW OF SMALL
S.W. P
IT AC
LOCATE
D
AC
AC AC
S.W. P
IT NOT
AC
POLYTANK
SU
B-ST
N
S. I. PIT
S. I. PIT
INV. 277.60TOP 277.91
S. I. PITTOP 277.46INV. 276.66
TOP 2
76.84
INV. S.
W. P
IT
INV. 275.53TOP 276.53
SW PIPE N
OT LO
CATED
G. I. PITTOP 275.88INV. 274.95
TOP 276.58INV. 275.73
INV.TOP 277.36
APPROX. ASSU
MED PO
SITION FRO
M D
ESIGN
PLANS
SW PIPE NOT LOCATEDAPPROX. ASSUMED POSITION
SW PIPE NOT LOCATED
APPROX. ASSUMED POSITION
CONCRETECHIMNEY
WASTE
& STEEL BUILDING
ACUTE PSYCHIATRIC
INPATIENT UNIT
BUILDING
BRICK BUILDING
METAL ROOF
" SO
UL
CO
M. "
C'B
BU
ILD
ING
COLOUR-BOND
BRICK & METAL BUILDINGDIABETES
ONCOLOGY
IRON ROOF
AREA SUPPLY &
STORES BUILDING
METAL ROOFMORGUE
BRICK BUILDING
BRICK
PER
GO
LA
BRICK PAVINGSTEEL & TIMBER
PERGOLA
STEEL &
COLOURBOND
GARAGE
C
STO
RE
CO
NT '
R.
VERANDAH
VER
AN
DA
H
OX
YGEN
PIPE
OXY
GE N
PIP
E
11
10
7
9
8
F.L.
276.7
7
ST
F.L.
277.7
7
F.L.
277.7
7
CW
100
mm
CW
100
mm
ASS
UM
ED 0
.6 m
DE
EP
T WIN
GE N
E RA T
OR
RO
OM
268.
0
269.
027
0.0
270.0
271.
027
2.0
273.
027
4.0
275.0
275.0
276.0
276.
0
276.0
276.
0
277.0
277.0
278.
0
Document Control Status:
Scale:
Drawing Title
Co-ordinated:
Client
Project
ConsultantsConsultants
Drawing Number:
Revision:
Project Engineer:
Project Director:
Date:
North:
enstruct group Pty Ltd ACN 094 570 671
Project No.
PROJECT MANAGEMENT
ADDRESS: LEVEL 16, 207 KENT STREET, NSW 2000TEL: 02 9276 1400
NAME: TSA MANAGEMENT
B1 DRAWING SHEET
ARCHITECT
ADDRESS: LEVEL 2, 204 CLARENCE STREET SYDNEY, NSW 2000TEL/FAX: 02 9267 9599 / 02 9264 5844
NAME: COX RICHARDSON
ELECTRICAL & ICT ENGINEERS
ADDRESS: 100 CHRISTIE STREET ST LEONARDS, NSW 2065TEL/FAX: 02 9928 2100 / 02 9928 2500
NAME: SINCLAIR KNIGHT MERZ
MECHANICAL & LIFT ENGINEERS
ADDRESS: LEVEL 3, 454-456 PACIFIC HIGHWAY ST LEONARDS, NSW 2065TEL/FAX: 03 TEL NO / 03 FAX NO
NAME: WOOD & GRIEVE
HYDRAULICS & FIRE PROTECTION CONSTANTS
ADDRESS: 60 HICKSON ROAD, NSW 2000TEL/FAX: 02 9241 4188 / 02 9241 4334
NAME: NORTHROP
ACOUSTIC ENGINEERS
ADDRESS: LEVEL 1, 60 MILLER STREET, NORTH SYDNEY, NSW 2060TEL/FAX: 02 9928 6800 / 02 9955 6900
NAME: NORMAN, DISNEY & YOUNG
LANDSCAPE DESIGN
ADDRESS: LEVEL 1 / 5 WILSON STREET, NEWTOWN, NSW 2042TEL/FAX: 02 9577 5533 / 9519 8323
NAME: OCULUS
TRAFFIC PLANNING
ADDRESS: LEVEL 9, 203 PACIFIC HIGHWAY, ST LEONARDS, NSW 2065TEL/FAX: 02 94967700 / 02 9439 5120
NAME: CARDNO
4363
DUBBO BASE HOSPITAL
REDEVELOPMENT STAGE 1 / 2
MYALL STREET, DUBBO NSW
NCC & ACCESSIBILITY
ADDRESS: LEVEL 1, 71-73 ARCHER STREET, CHATSWOOD, NSW 2057TEL/FAX: 02 9411 5360 / 02 9411 5420
NAME: BCA LOGIC
Drawn:
enstruct group pty ltdLevel 4, 2 Glen StreetMilsons Point NSW 2061
Telephone (02) 8904 1444Facsimile (02) 8904 1555http: // www.enstruct.com.au enstruct
NOTES
THIS DRAWING IS AN UNCONTROLLED COPY. UNLESS NOTED OTHERWISE
1. DO NOT SCALE DRAWINGS. WRITTEN DIMENSIONS GOVERN.2. ALL DIMENSIONS ARE IN MILLIMETRES UNLESS NOTED OTHERWISE.3. ALL DIMENSIONS SHALL BE VERIFIED ON SITE BEFORE PROCEEDING WITH
THE WORK. ENSTRUCT SHALL BE NOTIFIED IN WRITING OF ANY DISCREPANCIES.4. THIS DRAWING MUST BE READ IN CONJUNCTION WITH ALL RELEVANT
CONTRACTS, SPECIFICATIONS, REPORTS AND DRAWINGS.
COPYRIGHT OF THIS DRAWING IS VESTED IN ENSTRUCT PTY LTD
DescriptionRev By Date
FOR GENERAL NOTES REFER TO DRAWING CIV-SI-001-00
CIV-SI-100-01
T.B.B.
I.H.
I.H. 1:200
14/06/2012
04
I.H.
TENDER
SHEET 1 OF 4PLANGENERAL ARRANGEMENT
01 ISSUED FOR APPROVAL 08.06.12IH
02 ISSUED FOR TENDER 20.06.12IH
03 ISSUED FOR TENDER 28.06.12IH
04 ISSUED FOR APPROVAL 05.07.12IH
D
D
190°
0 4 2
0.11
DR
IVE
EASEMENTFOR
WATERSUPPLY
5 WIDE
( 5 )
( 5 )
COVERED CARPARK
CONC. PATH
CONC. PATH
CONC. PATH
CO
NC
. P
AT H
CONCRETE
CO
NC
. P
A TH
CONCRETE
HIN
GE-
JOIN
T
FE
NCE
HINGE-JOINT FENCE
HIGH C.W. FENCE
HIGH C.W. FENCE CE
HIGH C.W. FENCE
WIRE FENCE
WIRE FENCE
CONCRETE
CONCRETE
CONCRETE
PARKING BAY H
PARKING BAY G
PARKING BAY F
PARKING BAY E
O/H
PO
WE
R L
INE S
O/H
PO
WE
R L
INES
CONC. KERB
CONC. KERB
CO
NC
. K
ERB
CO
NC
. K
ER
B
CONC. KERB
150 mm
150 mm150 mm 150 mm
150 mm
150 mm
225
mm
300 mm
150 mm
ED
GE
OF
BIT
UM
EN
TUMEN
ED
GE
OF
CO
NC
RET
E
EDGE OF BITUMEN
BIT
UM
EN
R
OA
D
BITUMEN TRACK
BITUMEN TRACK
T RAC
K
TRAC
K
BITUMEN CARPARK
BITUMEN CARPARK
BITUMEN CARPARK
BITUMEN SURFACE
BITUMEN SURFACE
BITUMEN SURFACE
BITUMEN SURFACE
BITUMEN SURFACE
BITUMEN SURFACE
BITUMEN SURFACEBITUMEN SURFACE
PAVING
PAVI
NG
PAVING
PAVING
PAVING
PAVING
PAVING
LAWN
LAWN
ROW OF SMALL TREES
CO
NC. KER
B
CON
C . KERB
BLUE METAL
CARPARK
AC
TANK
S. I. PITTOP 279.45INV. 278.56
S. I. PITTOP 279.15INV. 278.30
S. I. PIT
S. I. PITINV. 277.83TOP 278.85
TOP 278.92INV. 278.19
TOP 279.14INV. 278.19
S. I. PIT
S. I. PITTOP 278.92INV. 277.62
TOP
278.8
5
INV. 2
78.36
S. I. P
IT
S. I.
PIT
INV.
278.2
6
TOP 27
8.77S. I .
PIT
INV.
278
. 16
TOP
278.
74
S. I. P
ITTO
P 278.5
8
INV. 2
78.11
S. I. PIT
INV. 277.60TOP 277.91
SOIL
BINS
WASTE
BINS
CONCRETEBLOCK
WALL
METAL & BRICK BUILDING
COLOURBOND STOREDEMOUNT. BUILDING
BRICK BUILDINGMETAL ROOF
METAL ROOF
BRICK BUILDING
CO
LOU
RB
ON
D
STEEL &
COLOURBOND
GARAGE
STEEL &COLOURBOND
WORKSHOP
C. G. I.CARPORT
GARAGE
STEELMESH
G. I.SHEDCOLOURBOND BUILDINGMETAL ROOF
C. BLOCKW.C.
SWIMMING
POOLPERGOLA
FIB
RO
WO
RKS
HO
PC
'BO
ND
RO
OF
COVERED STEEL & IRON CARPORT
BRICK BUILDINGMETAL ROOF
WORKSHOP
WORKSHOP
BOILER HOUSE & LAUNDRY
C'BOND
SHED
WM 150 mm 2 m DEEP
WM 150 mm
WM 150 mm
11
10 9
12
13
F.L.
279.
13
278.0
278.
0
278.0
278.0
278.0
278.0
279.0
279.
0
279.0
279.
0
279.
0
279.
0
279.0
280.0
280.0
281.0
281.0
Document Control Status:
Scale:
Drawing Title
Co-ordinated:
Client
Project
ConsultantsConsultants
Drawing Number:
Revision:
Project Engineer:
Project Director:
Date:
North:
enstruct group Pty Ltd ACN 094 570 671
Project No.
PROJECT MANAGEMENT
ADDRESS: LEVEL 16, 207 KENT STREET, NSW 2000TEL: 02 9276 1400
NAME: TSA MANAGEMENT
B1 DRAWING SHEET
ARCHITECT
ADDRESS: LEVEL 2, 204 CLARENCE STREET SYDNEY, NSW 2000TEL/FAX: 02 9267 9599 / 02 9264 5844
NAME: COX RICHARDSON
ELECTRICAL & ICT ENGINEERS
ADDRESS: 100 CHRISTIE STREET ST LEONARDS, NSW 2065TEL/FAX: 02 9928 2100 / 02 9928 2500
NAME: SINCLAIR KNIGHT MERZ
MECHANICAL & LIFT ENGINEERS
ADDRESS: LEVEL 3, 454-456 PACIFIC HIGHWAY ST LEONARDS, NSW 2065TEL/FAX: 03 TEL NO / 03 FAX NO
NAME: WOOD & GRIEVE
HYDRAULICS & FIRE PROTECTION CONSTANTS
ADDRESS: 60 HICKSON ROAD, NSW 2000TEL/FAX: 02 9241 4188 / 02 9241 4334
NAME: NORTHROP
ACOUSTIC ENGINEERS
ADDRESS: LEVEL 1, 60 MILLER STREET, NORTH SYDNEY, NSW 2060TEL/FAX: 02 9928 6800 / 02 9955 6900
NAME: NORMAN, DISNEY & YOUNG
LANDSCAPE DESIGN
ADDRESS: LEVEL 1 / 5 WILSON STREET, NEWTOWN, NSW 2042TEL/FAX: 02 9577 5533 / 9519 8323
NAME: OCULUS
TRAFFIC PLANNING
ADDRESS: LEVEL 9, 203 PACIFIC HIGHWAY, ST LEONARDS, NSW 2065TEL/FAX: 02 94967700 / 02 9439 5120
NAME: CARDNO
4363
DUBBO BASE HOSPITAL
REDEVELOPMENT STAGE 1 / 2
MYALL STREET, DUBBO NSW
NCC & ACCESSIBILITY
ADDRESS: LEVEL 1, 71-73 ARCHER STREET, CHATSWOOD, NSW 2057TEL/FAX: 02 9411 5360 / 02 9411 5420
NAME: BCA LOGIC
Drawn:
enstruct group pty ltdLevel 4, 2 Glen StreetMilsons Point NSW 2061
Telephone (02) 8904 1444Facsimile (02) 8904 1555http: // www.enstruct.com.au enstruct
NOTES
THIS DRAWING IS AN UNCONTROLLED COPY. UNLESS NOTED OTHERWISE
1. DO NOT SCALE DRAWINGS. WRITTEN DIMENSIONS GOVERN.2. ALL DIMENSIONS ARE IN MILLIMETRES UNLESS NOTED OTHERWISE.3. ALL DIMENSIONS SHALL BE VERIFIED ON SITE BEFORE PROCEEDING WITH
THE WORK. ENSTRUCT SHALL BE NOTIFIED IN WRITING OF ANY DISCREPANCIES.4. THIS DRAWING MUST BE READ IN CONJUNCTION WITH ALL RELEVANT
CONTRACTS, SPECIFICATIONS, REPORTS AND DRAWINGS.
COPYRIGHT OF THIS DRAWING IS VESTED IN ENSTRUCT PTY LTD
DescriptionRev By Date
FOR GENERAL NOTES REFER TO DRAWING CIV-SI-001-00
CIV-SI-100-02
T.B.B.
I.H.
I.H. 1:200
14/06/2012
04
I.H.
TENDER
SHEET 2 OF 4PLANGENERAL ARRANGEMENT
01 ISSUED FOR APPROVAL 08.06.12IH
02 ISSUED FOR TENDER 20.06.12IH
03 ISSUED FOR TENDER 28.06.12IH
04 ISSUED FOR APPROVAL 05.07.12IH
2
26
D.P. 291
D.P. 2
D.P
D.P
D
D
190°
04'
00"
267
.4
Mc
GU
INN
DR
IVE
Mc
GU
INN
DIL
UTI
ON
PIT
COVERED CARPARK
CONCRETE PATH CONCRETE PATH
CO
NC
RET
E P
A TH
CO
NC
RE
TE P
ATH
CO
NC
RET
E
PATH
CO
NC
RET
E P
A TH
PA
TH
CO
NC
. P
ATH
SECURITYFENCE
FEN
CE
COM. PIT
COM. PIT
COM. PIT
COM. PITC
OM
. PIT
CO
M. &
PO
WER
PIT
COM. & POWER PIT
0.8
DE
EP
0.7 DEEP
COM. PIT
CONCRETE PED.
CROSSING
HOTWATERUNITS
CONCRETE K. & G.
CONCRETE K. & G.
BITUMEN PED.
CROSSING
CONCRETE K. & G.
CONCRETE KERB
CONCRETE KERB
CONCRETE
PARKING BAY E
PARKING BAY D
PARKING BAY D
PARKING BAY C
PARKING BAY C
PARKING BAY B
PARKING BAY B
PARKING BAY A
ELE. PIT
ELE. PIT
ELECT. PIT
ELECT. PIT
ELECT. PIT
ELECT. PIT
ELE.
PIT
1.3
DE
EP
11 K
V
11 KV + L V
11 KV + LV
11 KV + LV11 KV + LV
11 KV + LV
11 KV + LV
11 KV
11 K
V
SWITCHBOARD
O/ H
PO
WE
R L
INES
CO
NC
.
CONC. KERB
TOP 276.84INV. 276.30
TOP 276.84INV. 276.13
S. I. PITTOP 277.04INV. 276.00
G.I. PIT
S.W. PITTOP 277.70INV. 276.55
G. I. PIT
TOP 277.65INV. 276.15
S. W. PITTOP 277.68INV 276.63
S. W
. 30 0
mm
S.W
. 300
mm
DIA
.
S.W
. 300
mm
S. I. PITTOP 277.11
150 mm
S.W
. 300
mm
375
mm
100
mm
S. I. PIT S. I. PIT
300 mmm
225
mm
225 mm
EDGE OF BANK EDGE OF BANK
BANK BASEBANK BASE
CO
NC.
K.
& G
.
CO
NC
. K E
RB
CO
NC
. KE
RB
SEWER JUN. SMH
TOP 277.65INV. 276.94
SMH
TOP 277.62INV. 276.49
SMH
INV. 275.54TOP 277.54
SMH
TOP 276.60
INV. 274.43
150 mm150 mm
150 mm225 mm225 mm
TOP 2
77.10
277.0
2
TOP
277.7
7
SMH
BITUMEN SURFACE
BITUMEN SURFACE
BITUMEN SURFACE
BITUMEN SURFACE
BITUMEN CARPARK
BITUMEN CARPARK
BITUMEN CARPARK
BITUMEN CARPARK
B ITU
MEN
SU
RF A
CE
BITU
MEN
SU
RFA
CE
BITUMEN SURFACE
BITUMEN SURFACE
BITUMEN CARPARKBITUMEN SURFACE
BIT
UM
EN
RO
A DB
ITU
MEN
R
OAD
BITUMEN SURFACEBITUMEN SURFACE
BITUMEN SURFACE
BITUMEN SURFACE
BITUMEN SURFACE
BITUMEN SURFACE
LAWN
LAWN
LAWN
ROW OF HEDGE SHRUBS
TANK
SU
B-S
T NS
UB-
STN
S. I. PITINV. 277.83TOP 278.92INV. 278.19
TOP 277.67INV. 276.42
INV.
275.
54
TOP
276.1
4IN
V. 275
.76
TOP 27
6.38
76.6075.75
INV. 276.14
INV .
275
.40
TOP
276
.60
INV. 275.69
TOP 276.59
S. I
. PIT
S. I. PITNOT
LOCATED
CONCRETECHIMNEY
BRICK BUILDING
METAL ROOF
BRICK BUILDING
METAL ROOF
BRICK BUILDING
METAL ROOF
THREE STOREY BRICK BUILDINGTILE ROOF
METAL & BRICK BUILDINGMETAL ROOF
COLOURBOND STOREDEMOUNT. BUILDING
COVERED STEEL & IRON CARPORT
BRICK BUILDING
METAL ROOF
BRICK BUILDING
METAL ROOF
BRICK BUILDING
AMBULANCEBAY
STEEL & METALCARPORT
BRIC
K B
UILD
ING
MET
AL R
OO
F
VERANDAH VERANDAH
VERANDAH
VERANDAH
VER
AND
AH
BOILER HOUSE & LAUNDRY
NURSES ACCOMMODATION
ADMISSIONS & OUTPATIENTS
PAEDIATRICS
"NGAMUUNG"MAMOGRAPHY
METAL ROOF
ADMISSIONS & EMERGENCY
BUILDING No. 68
C'BOND
SHED
SPRINKLER
VALVES
WM
150
mm
100m
m D
IA.
150 mm
W. M
. 15 0
mm
BI A
. 0.3
DEE
PSV
SV
SV
WM
15 0
mm
0.9
m D
EEP
WM
150
mm
1.2
m D
EE P
WM 150 mm 0.6 m DEEP
12
14
13
15
F.L.
277.
77
F.L.
277.
77
F.L.
276.
76
F.L. 277.88
GND F.L
. 278
.31
1ST
F.L.
281.4
4
2ND
F .L. 28
4.54
DEEPEEP
FH 150 mm 0.5 m DEEPCW 100 mm 0.5m DEEP
FH 150 mm 0.5 m DEEPCW 100 mm 0.5m DEEPIRR 100 mm 0.5m DEEP
m DEEPm DEEPm DEEP
ENCH
COMMON TRENCH
m DEEPPE
T WIN
GE N
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(PLA
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( PL A
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277.
0
277.0
277.0
277.
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277.
0
277.
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277.0
277.0
277.0
277.0
278.0
278.0
278.0
278 .
0
278.0
278.0
278.0
279.0
Document Control Status:
Scale:
Drawing Title
Co-ordinated:
Client
Project
ConsultantsConsultants
Drawing Number:
Revision:
Project Engineer:
Project Director:
Date:
North:
enstruct group Pty Ltd ACN 094 570 671
Project No.
PROJECT MANAGEMENT
ADDRESS: LEVEL 16, 207 KENT STREET, NSW 2000TEL: 02 9276 1400
NAME: TSA MANAGEMENT
B1 DRAWING SHEET
ARCHITECT
ADDRESS: LEVEL 2, 204 CLARENCE STREET SYDNEY, NSW 2000TEL/FAX: 02 9267 9599 / 02 9264 5844
NAME: COX RICHARDSON
ELECTRICAL & ICT ENGINEERS
ADDRESS: 100 CHRISTIE STREET ST LEONARDS, NSW 2065TEL/FAX: 02 9928 2100 / 02 9928 2500
NAME: SINCLAIR KNIGHT MERZ
MECHANICAL & LIFT ENGINEERS
ADDRESS: LEVEL 3, 454-456 PACIFIC HIGHWAY ST LEONARDS, NSW 2065TEL/FAX: 03 TEL NO / 03 FAX NO
NAME: WOOD & GRIEVE
HYDRAULICS & FIRE PROTECTION CONSTANTS
ADDRESS: 60 HICKSON ROAD, NSW 2000TEL/FAX: 02 9241 4188 / 02 9241 4334
NAME: NORTHROP
ACOUSTIC ENGINEERS
ADDRESS: LEVEL 1, 60 MILLER STREET, NORTH SYDNEY, NSW 2060TEL/FAX: 02 9928 6800 / 02 9955 6900
NAME: NORMAN, DISNEY & YOUNG
LANDSCAPE DESIGN
ADDRESS: LEVEL 1 / 5 WILSON STREET, NEWTOWN, NSW 2042TEL/FAX: 02 9577 5533 / 9519 8323
NAME: OCULUS
TRAFFIC PLANNING
ADDRESS: LEVEL 9, 203 PACIFIC HIGHWAY, ST LEONARDS, NSW 2065TEL/FAX: 02 94967700 / 02 9439 5120
NAME: CARDNO
4363
DUBBO BASE HOSPITAL
REDEVELOPMENT STAGE 1 / 2
MYALL STREET, DUBBO NSW
NCC & ACCESSIBILITY
ADDRESS: LEVEL 1, 71-73 ARCHER STREET, CHATSWOOD, NSW 2057TEL/FAX: 02 9411 5360 / 02 9411 5420
NAME: BCA LOGIC
Drawn:
enstruct group pty ltdLevel 4, 2 Glen StreetMilsons Point NSW 2061
Telephone (02) 8904 1444Facsimile (02) 8904 1555http: // www.enstruct.com.au enstruct
NOTES
THIS DRAWING IS AN UNCONTROLLED COPY. UNLESS NOTED OTHERWISE
1. DO NOT SCALE DRAWINGS. WRITTEN DIMENSIONS GOVERN.2. ALL DIMENSIONS ARE IN MILLIMETRES UNLESS NOTED OTHERWISE.3. ALL DIMENSIONS SHALL BE VERIFIED ON SITE BEFORE PROCEEDING WITH
THE WORK. ENSTRUCT SHALL BE NOTIFIED IN WRITING OF ANY DISCREPANCIES.4. THIS DRAWING MUST BE READ IN CONJUNCTION WITH ALL RELEVANT
CONTRACTS, SPECIFICATIONS, REPORTS AND DRAWINGS.
COPYRIGHT OF THIS DRAWING IS VESTED IN ENSTRUCT PTY LTD
DescriptionRev By Date
FOR GENERAL NOTES REFER TO DRAWING CIV-SI-001-00
CIV-SI-100-03
T.B.B.
I.H.
I.H. 1:200
14/06/2012
04
I.H.
TENDER
SHEET 3 OF 4PLANGENERAL ARRANGEMENT
01 ISSUED FOR APPROVAL 08.06.12IH
02 ISSUED FOR TENDER 20.06.12IH
03 ISSUED FOR TENDER 28.06.12IH
04 ISSUED FOR APPROVAL 05.07.12IH
2
A
D.P. 3
D.P. 2
D.P.
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PLAY GROUND
SECURITYFENCE
SEC
UR
ITY
FEN
C E
CO
NC
RE
TE
PATH
11 K
V
1 1 K
V
1 1 K
V
11 KV
S.W
. 300
mm
S.W
. 300
mm
S. W
. 300
mm
S. W
. 450
mm
S.W. 450 m
m
375 mm
375 mm
SW 375 mm
SW 375 mm
SW 375 m
m
375
mm
375
mm
INV.
273.8
9
TOP
274.3
8
TOP 275.99INV. 275.08
TOP 27
4.47
INV. 2
73.37
W. 4
50 m
m
CONC. K. & G.
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INV.
274. 4
6
TOP
275.0
0
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SMH
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TOP 27
5.64
INV. 2
74.6
5
TOP 276.76TO
P 27
6.87
TOP 276.92
SMH
SMHINV. 275.71
INV. 2
76.2
2
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INV. 275.67
TOP
275.
68
SMH
0.3 m DEEP
INV. 2
74.8
4
TOP 2
75.08
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BITUMEN SURFACE
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BITUMEN SURFACE BITUMEN SURFACE
BITUMEN CARPARK
BITUMEN ROAD
BITUMEN ROAD
BITUMEN ROAD
BITUMEN FOOTPATH
BITUMEN CARPARK
NG
AVING
PAVING
PAVING
PAVING PAVING
LAWN
LAWN
LAWN
LAWN
LAWN
LAWN
LAWN
LAWN
LAWN
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ROSE GARDEN
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AC
AC
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G. I. PITTOP 276.00INV. 274.91
S. I . PI T
TOP 275.65
I NV. 274.90
TOP 275.34INV. 273.76
G. I. PIT
INV. 273.49TOP 274.78G. I. PIT
INV. 273.95TOP 275.91G. I. PIT
G. I. P
ITIN
V. 274
.17
TOP
276.3
2
G. I. P
ITTOP 27
6.26
INV. 2
74.67
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74.7
4
TOP 27
6.33
G. I. P
IT
P 275.93
V. 275.28
INV. 2
75.54
TOP 27
6.14
G. I. P
IT
S. W. PIT
S. W. P
IT
TWO STOREY BRICK BUILDING
TILE ROOF
BRICK BUILDING
METAL ROOF
BRICK BUILDINGMETAL ROOF
BRICK BUILDING
METAL ROOF
BRICK BUILDING
METAL ROOF
BRICK BUILDING
BRICK BUILDINGMETAL ROOF
DO
M.
WA
TER
PR
ES
SU
RE
PU
MPS
FIR
E H
YDR
ANT
BO
OS
TER
PU
MP
AMBULANCEBAY
STEEL & METALCARPORT
BRIC
K B
UILD
ING
MET
AL R
OOF
VERANDAH
VERANDAH
GEORGE HATCH BUILDINGCHILD MINDING CENTRE
METAL ROOF
DOCTORS
ACCOMODATION
ADMISSIONS & EMERGENCY
BUILDING No. 68
FH 1
50 m
m 0
.6 m
DEE
P
FH 150 mm 0.45 DEEP
FH 1
50 m
m 1
m D
EEP
FH 150 mm 0.9m DEEP
FH 150 mm 1 m DEEP
FH 150 mm 0.65 m DEEP
FH 1
50 m
m
WM
15 0
mm
0.8
m D
EEP
WM
15 0
mm
0.9
m D
EE
P
CW
150
mm
0.8
m D
EEP
CW 150 mm 0.8 m DEEP
WM
10 0
mm
16
17
18
F.L. 277.88
FH 150 mm 0.5 m DEEPCW 100 mm 0.5m DEEPIRR 100 mm 0.5m DEEP
COMMON TRENCH
IRR
IGAT
ION
100
mm
IRRIGATION 100 mm
CW 150 mm 0.8 m DEEP
TEAM PIPE SUSPENDEDH BETWEEN BUILDINGS
PIPE CAPPED
(PLA
N 9
6720
-E
SU
BM
AIN
S N
OT
(PL AN 9 67 20 -E
0 10 2)
CA
B LE N
OT LO
CA
TED
(PLA
N 96 720- E
0 102)C
ABLE N O
T LOCA
T ED
74.0
274.0
275.0
275.0
276.0
276.0
276.0
276.0
276.0
276 .
0
276.0
277.0
277.0
277.
0
277.
0
277.0
277.0
278.
0
Document Control Status:
Scale:
Drawing Title
Co-ordinated:
Client
Project
ConsultantsConsultants
Drawing Number:
Revision:
Project Engineer:
Project Director:
Date:
North:
enstruct group Pty Ltd ACN 094 570 671
Project No.
PROJECT MANAGEMENT
ADDRESS: LEVEL 16, 207 KENT STREET, NSW 2000TEL: 02 9276 1400
NAME: TSA MANAGEMENT
B1 DRAWING SHEET
ARCHITECT
ADDRESS: LEVEL 2, 204 CLARENCE STREET SYDNEY, NSW 2000TEL/FAX: 02 9267 9599 / 02 9264 5844
NAME: COX RICHARDSON
ELECTRICAL & ICT ENGINEERS
ADDRESS: 100 CHRISTIE STREET ST LEONARDS, NSW 2065TEL/FAX: 02 9928 2100 / 02 9928 2500
NAME: SINCLAIR KNIGHT MERZ
MECHANICAL & LIFT ENGINEERS
ADDRESS: LEVEL 3, 454-456 PACIFIC HIGHWAY ST LEONARDS, NSW 2065TEL/FAX: 03 TEL NO / 03 FAX NO
NAME: WOOD & GRIEVE
HYDRAULICS & FIRE PROTECTION CONSTANTS
ADDRESS: 60 HICKSON ROAD, NSW 2000TEL/FAX: 02 9241 4188 / 02 9241 4334
NAME: NORTHROP
ACOUSTIC ENGINEERS
ADDRESS: LEVEL 1, 60 MILLER STREET, NORTH SYDNEY, NSW 2060TEL/FAX: 02 9928 6800 / 02 9955 6900
NAME: NORMAN, DISNEY & YOUNG
LANDSCAPE DESIGN
ADDRESS: LEVEL 1 / 5 WILSON STREET, NEWTOWN, NSW 2042TEL/FAX: 02 9577 5533 / 9519 8323
NAME: OCULUS
TRAFFIC PLANNING
ADDRESS: LEVEL 9, 203 PACIFIC HIGHWAY, ST LEONARDS, NSW 2065TEL/FAX: 02 94967700 / 02 9439 5120
NAME: CARDNO
4363
DUBBO BASE HOSPITAL
REDEVELOPMENT STAGE 1 / 2
MYALL STREET, DUBBO NSW
NCC & ACCESSIBILITY
ADDRESS: LEVEL 1, 71-73 ARCHER STREET, CHATSWOOD, NSW 2057TEL/FAX: 02 9411 5360 / 02 9411 5420
NAME: BCA LOGIC
Drawn:
enstruct group pty ltdLevel 4, 2 Glen StreetMilsons Point NSW 2061
Telephone (02) 8904 1444Facsimile (02) 8904 1555http: // www.enstruct.com.au enstruct
NOTES
THIS DRAWING IS AN UNCONTROLLED COPY. UNLESS NOTED OTHERWISE
1. DO NOT SCALE DRAWINGS. WRITTEN DIMENSIONS GOVERN.2. ALL DIMENSIONS ARE IN MILLIMETRES UNLESS NOTED OTHERWISE.3. ALL DIMENSIONS SHALL BE VERIFIED ON SITE BEFORE PROCEEDING WITH
THE WORK. ENSTRUCT SHALL BE NOTIFIED IN WRITING OF ANY DISCREPANCIES.4. THIS DRAWING MUST BE READ IN CONJUNCTION WITH ALL RELEVANT
CONTRACTS, SPECIFICATIONS, REPORTS AND DRAWINGS.
COPYRIGHT OF THIS DRAWING IS VESTED IN ENSTRUCT PTY LTD
DescriptionRev By Date
FOR GENERAL NOTES REFER TO DRAWING CIV-SI-001-00
CIV-SI-100-04
T.B.B.
I.H.
I.H. 1:200
14/06/2012
04
I.H.
TENDER
SHEET 4 OF 4PLANGENERAL ARRANGEMENT
01 ISSUED FOR APPROVAL 08.06.12IH
02 ISSUED FOR TENDER 20.06.12IH
03 ISSUED FOR TENDER 28.06.12IH
04 ISSUED FOR APPROVAL 05.07.12IH