ssda design report -civil stormwater

SSDA Design Report -Civil Stormwater ATC & RNSW Winx Stand Project

SCP Ref: 180196

Client Mostyn Copper Group c/- Australian Turf Club

Project ATC Randwick Public Infrastructure Project

Date 29 October 2019

Our Ref: 180196

SCP Consulting Pty Ltd

ABN 80 003 076 024

Sydney Brisbane Melbourne Darwin Adelaide / 14

Revision table

Rev # Date Issue description Prepared by Reviewed by Issued by

A 15/10/2019 Draft JC - JC

B 21/10/2019 Final JC JB JC

C 29/10/2019 Final JC - JC

Copyright No part of this document may be reproduced, adapted, transmitted or stored in a retrieval system in any form or by any means without written permission unless otherwise permitted under the Copyright Act, 1968. Enquiries should be addressed to SCP Consulting.

© SCP Consulting

All intellectual property and copyright reserved

Our Ref: 180196


ABN 80 003 076 024


Contents 1 Introduction .......................................................................................................................................................................................... 4

2 The Site ..................................................................................................................................................................................................... 5

2.1 Topography ..................................................................................................................................................................................... 6

2.2 Services .......................................................................................................................................................................................... 6

3 Design Criteria ..................................................................................................................................................................................... 7

3.1 Basis of Design .............................................................................................................................................................................. 7

3.2 Design Criteria and Standards ....................................................................................................................................... 7

4 Flooding and Stormwater ............................................................................................................................................................ 8

4.1 Flooding ........................................................................................................................................................................................ 8

4.2 Stormwater Design ............................................................................................................................................................... 9

4.3 On-Site Detention .................................................................................................................................................................. 9

4.4 Stormwater Quality ............................................................................................................................................................ 11

5 Erosion and Sediment Control ............................................................................................................................................... 12

6 Conclusion ........................................................................................................................................................................................... 12

Appendices Appendix A Civil DA Drawings ................................................................................................................................................. 13

Appendix B Absorption Trench Sizing ................................................................................................................................ 14

Our Ref: 180196


ABN 80 003 076 024


1 Introduction SCP Consulting has been engaged by the Australian Turf Club to prepare a Civil Design Report for a State Significant Development (SSD) at Royal Randwick Racecourse for the construction of a new spectator stand (SSD 10285). This Design Report will accompany the Environmental Impact Statement (EIS) as requested by the Planning Secretary’s Environmental Assessment Requirements (SEARs).

The Royal Randwick Racecourse lies within the Randwick Council Local Government Area.

Figure 1 below presents the proposed site for the new spectator stand, known as the Winx Stand, which will be located on the current Leger Lawn. Royal Randwick is bounded by Alison Road and Centennial Park to the north, existing residential lots to the west between Anzac Parade and Doncaster Av, the UNSW to the south along High St, and existing residential lots to the east along Wansey Rd

The proposed site sits to the south of the existing QEII grandstand and east of the Multi-storey carpark adjacent the Course Proper.

Figure 1 – Locality Plan

Royal Randwick

Racecourse

Proposed Site

Our Ref: 180196


ABN 80 003 076 024


2 The Site The site of the proposed Winx Stand is the current Ledger Lawn south west of the QE Grandstand, east of the existing race day stalls and Multi Deck carpark. Figure 2 below presents the proposed site layout.

The development will consist of a two-level spectator stand approximately 100m long by 40m wide with associated landscaping on all sides surrounding the stand. Access to the ground level will be through the northern, eastern and western facades. A link bridge will be installed to provide a connection from Level 1 of the Winx Stand through to Level 1 of the southern drum of the QE Grandstand.

Figure 2 – Site Plan

Our Ref: 180196


ABN 80 003 076 024


2.1 Topography

A detailed survey has been completed by Rygate Surveyors which indicates that the site falls from north east to south west and consists of two flat pads with batters to match into surrounding areas and between the two flat areas. The higher pad along the northern edge is at approximately RL 31.5 and the lower pad to the south varies between RL 31.0 and RL 30.7.

The existing road to the west of the Ledger Lawn and between the race day stalls and the Multi Deck carpark is at RL 30.0 with very slight falls to the south along the frontage of the site. The Course Proper falls from RL 29.8 to RL 29.7 towards the south along the eastern edge of the site.

2.2 Services

A number of existing services traverse the site including potable water, stormwater, sewer, electrical and communications.

A detailed geophysical survey has been conducted which indicates that there are a number of existing services within the public infrastructure stand footprint. All services impacted by the project that are required to be retained will have to be diverted or adjusted to suit the proposed layout. Existing services no longer required shall be disused as required.

The location of the proposed development is on the site of the former St Ledger Stand. A geophysical survey has located a number of existing buried foundations that formed the substructure of the St Ledger Stand. These foundations will remain and be co-ordinated with the substructure of the proposed public infrastructure project.

Our Ref: 180196


ABN 80 003 076 024


3 Design Criteria

3.1 Basis of Design

The basis for the design of the Civil Works has been through inclusion of the following:

• Architectural layout of the site by Cox Architecture;

• Survey by Rygate Surveyors;

• Geophysical survey by MALA.

The following services by others have also been taken into consideration for coordination:

• Landscape Architecture by Sturt Noble and Associates;

• Structural concept design by M+G Consulting

• Hydraulic services by ADP;

3.2 Design Criteria and Standards

The design criteria and standards for the civil works include:

• Australian Rainfall and Runoff (2016);

• Planning Secretary’s Environmental Assessment Requirements (SEARs) for SSD 10285 specifically items 14 and 15

• Randwick City Council Development Guidelines including:

• Randwick City Council Local Environmental Plan 2012;

• Randwick City Council Development Control Plans 2013;

• Randwick City Council Private Stormwater Code 2013;

• Soil and Water Management, Landcom’s Soil and Construction Manual (Blue Book);

• Relevant Australian Standards;

Our Ref: 180196


ABN 80 003 076 024


4 Flooding and Stormwater

4.1 Flooding

SEARs item 15 requires flood risk, and stormwater drainage to be considered for the proposed development.

Royal Randwick Racecourse forms a major part of the Kensington – Centennial Park stormwater management network resulting in significant overland flows for the 1% Annual Exceedance Probability (AEP) storm event across the Racecourse. These flows enter the Racecourse from the north east and flow in a south westerly direction to the existing detention basins located at the final turn of the Racecourse.

Figure 3 below presents the existing flood conditions for the 1% AEP storm event as assessed by WMA Water in the Kensington Centennial Park Flood Study dated 2013 and demonstrates that the Ledger Lawn is not impact by flooding.

Figure 3 – 1% AEP Kensington-Centennial Park Flood Map excerpt (WMA Water 2013)

The proposed development has a Finished Floor Level (FFL) of RL 32.00 which up to 2.0m above existing roads and Course Proper levels. This future protects the development from any potential future climate change impacts.

The proposed development is not required to comply with flood planning criteria as outlined in the NSW Floodplain Development Manual (2005) or Randwick City Council’s Development Control Plan 2013 since the site is not prone to flooding as presented in Figure 3.

Our Ref: 180196


ABN 80 003 076 024


4.2 Stormwater Design

SEARs items 14 and 15 require a stormwater management plan to be prepared for the proposed development and with consideration to Randwick City Council’s Private Stormwater Code 2013

The proposed stormwater system has been designed to accommodate the 5% Annual Exceedance Probability (AEP) storm event within a pit and pipe system with failsafe overland flow paths provided for the 1% AEP storm.

The proposed Winx stand will occupy most of the site area. A roof water drainage system will manage flows from the roof and superstructure being captured in downpipes and reticulating the total roof area to an absorption trench located on the eastern side of the development.

Surface stormwater will be captured through a series of grated drains and grated inlet pits which will reticulate to the north and south of the proposed development to the absorption trench to the east. Refer to Section 4.3 for the design parameters of the absorption trench.

Refer to Civil Concept plans for further details on the stormwater drainage system.

4.3 On-Site Detention

SEARs items 14 and 15 require a stormwater management plan to be prepared for the proposed development and with consideration to Randwick City Council’s Private Stormwater Code 2013 Randwick City Council’s DCP 2013 Part B8 – Section 3.2 specifies the following controls regarding On-Site Detention:

The site covers an area of 6,600m2 and is 80% impervious in its developed state which includes the total roof area, loading dock and OB van parking area within the site. The pervious area is made up of landscaping mostly in the area between the development and the Course Proper.

It is proposed that an absorption trench will be provided to allow storage and infiltration of all storms up to and including the 1% Annual Exceedance Probability (AEP) storm.

From previous geotechnical advice received on the Kensington Track Re-Development in 2016 the infiltration rate into the underlying Botany sands is 3x10-4 metres/sec which equates to 0.3L/sec/m2 of infiltration across the whole of the trench base. A mass curve analysis has been conducted with the Peak Site Discharge selected as the total infiltration rate. This results in a 210m3 infiltration trench required to store the 1% AEP storm.

The minimum footprint of the tank is required to be 190m2 to ensure a minimum infiltration rate of 59.0 L/sec.

In the event of a blockage or an extreme storm event the infiltration trench will be connected to the existing DN375 stormwater pipe connected to the infield drainage. The grated inlet pits at connection points to the infiltration trench will also act as emergency relief points.

Our Ref: 180196


ABN 80 003 076 024


The infiltration trench will be constructed of a modular polymer cell wrapped in permeable geofabric. The maximum depth of the infiltration trench will be 1.6m to ensure that there is no impact from the anticipated fluctuating water table that occurs during extended periods of rainfall in the Randwick area. A typical section of the absorption has been provided in Figure 4.

Figure 4 – Typical infiltration tank section (Atlantis Corporation 2016)

Refer to site stormwater drainage plans and details and infiltration trench calculations appended to this report for further details.

Our Ref: 180196


ABN 80 003 076 024


4.4 Stormwater Quality

SEARs item 14 requires potential impacts to stormwater quality including ground water be considered for the proposed development. With reference to Randwick City Council DCP 2013, all new developments are required to provide stormwater quality to meet objectives outlined below:

• 90% reduction in Gross Pollutants; • 85% reduction in Total Suspended Solids • 65% reduction in Total Phosphorus • 45% reduction in Total Nitrogen

The proposed development has provided the following stormwater treatment train to achieve the objectives above:

• Litter baskets in all grated stormwater inlet pits • Oil absorption pads in litter baskets in vehicular areas • 210m3 infiltration trench

Since all stormwater up to the 1% AEP storm is retained on-site an infiltrated into the subsurface sands there is no discharge from site into the downstream pit and pipe network which results in a 100% reduction in pollutants being released downstream of the site.

Three main stormwater catchments exist for the proposed development:

1. Roof area which includes a majority of the site. This is considered clean water and drains directly to the absorption trench without any required treatment;

2. Landscape areas with pedestrian access only. Hardscape areas are captured, and grated inlets fitted with litter baskets to remove gross pollutants before draining to the absorption trench. Softscape areas infiltrate into the surface;

3. Landscape areas with vehicular access. All pavements are captured, and grated inlets fitted with litter baskets and oil absorption pads to remove gross pollutants, hydrocarbons and oils before draining to the absorption trench;

Due to the treatment train above and the total infiltration of clean water through the infiltration trench the pollutant reduction objectives are deemed as met as there is no discharge into the downstream stormwater network.

Groundwater quality is protected through the use of oil absorption pads to eliminate chemicals from being absorbed into the ground. No equine movements are anticipated within the site and are not considered as part of the water quality treatment train.

Our Ref: 180196


ABN 80 003 076 024


5 Erosion and Sediment Control An Erosion and Sediment Control Plan has been prepared in accordance with Landcom’s Soil and Construction manual (commonly known as the Blue Book), Volume 1, March 2004 since the disturbed site area will be greater than 2,500m2.

Temporary sediment basins, construction exits, sandbags and sediment control fences will be required to manage erosion and sediment throughout the construction of the project.

Refer to Erosion and Sediment Control plan and details appended to this report.

6 Conclusion This Civil Design report outlines the existing site conditions, relevant design standards and criteria which form the constraints of the stormwater management for the site.

Flood risk, potential future climate change impacts and associated stormwater management including On-Site Detention and stormwater quality are addressed in this report to satisfy the SEARs items 14 and 15.

Our Ref: 180196


ABN 80 003 076 024


Appendix A Civil DA Drawings

G

R

A

S

S

E

D

A

R

E

A

G

R

A

S

S

E

D

A

R

E

A

G

R

A

S

S

E

D

A

R

E

A

FFL 32.000

RL 32.000

RL 32.000

200m³ OSD INFILTRATION TRENCH (95m x 2m x 1.2m DEEP)REFER DETAIL

CONNECT OVERFLOW TO EXISTING DN375 STORMWATER PIPE

FFL 32.00

P30.40

REFER TO HYDRAULIC DRAWINGS FOR ROOFWATER DRAINAGE

150mm WIDE GRATED DRAIN150mm WIDE GRATED DRAIN150mm WIDE GRATED DRAIN

150mm WIDE GRATED DRAIN

150mm WIDE GRATED DRAIN

C7.10A

Ø300 @ 1%

FALL

FALL

FALL

FALL

Ø300 @ 1%

Ø300 @ 1%

Ø300 @ 1%

FALL

Ø300

@ 1%

Ø375

@ 1%

Ø375 @ 1%

EXIST

ING

Ø375

FALL

FALL

FALL

FALL

Ø375

@ 1%

Ø375

@ 1%

Project Number

Drawn

Scale

Title

Project

Client

RevisionDrawing Number

Checked Approved

THESE DESIGNS, DRAWINGS AND SPECIFICATIONS ARE COPYRIGHT AND THEPROPERTY OF SCP CONSULTING AND MUST NOT BE USED, REPRODUCED OR COPIEDWHOLLY OR IN PART WITHOUT THE WRITTEN PERMISSION OF SCP CONSULTING

Rev Revision Description Date

SCP

Cons

ulting

_File

Path

: K:\1

8019

6 ATC

Ran

dwick

_ Pu

blic I

nfras

tructu

re P

rojec

t\07.

Civil

\BIM

\Dra

wing

s - S

TAGE

2\18

0196

C3.0

1 SIT

E PL

AN.dw

g 21

/17/20

19 -

1:17:0

2 PM

PLOT

TED

BY C

AD

NORTH

ATC RANDWICK LEDGER LAWN

180196

LW JC ---

MOSTYN COPPER

A ISSUE FOR INFORMATION 16.10.2019

100000 40001:200 @ A1

B ISSUE FOR INFORMATION 21.10.2019

STORMWATER PLAN

180196 C3.01 B

NOTE:1. ALL PITS TO BE 900 SQUARE STORMWATER

PITS.2. ALL PITS TO BE FITTED WITH OCEANGUARD PIT

BASKETS.3. DOWNPIPES TO HYDRAULIC ENGINEERS

DETAILS. FLOWS TO BE PROVIDED TO SCP FORINCLUSION IN CIVIL DRAINAGE DESIGN.

4. PROVIDE MIN 1% FALLS AWAY FROM BUILDINGFACADE LINES

1 S

T

O

R

E

YT

E

M

P

O

R

A

R

Y

B

U

ILD

IN

G

M

U

LT

I S

TO

R

E

Y

C

O

N

C

R

E

TE

C

A

R

P

A

R

K

S

IN

G

LE

S

TO

R

E

Y

B

R

IC

KB

U

ILD

IN

G

G

R

A

S

S

E

D

A

R

E

A

G

R

A

S

S

E

D

A

R

E

A

G

R

A

S

S

E

D

A

R

E

A

KERB INVERT SANDBAG SEDIMENT FILTER KERB INVERT SEDIMENT FILTER

CONSTRUCTION EXIT

TEMPORARY SEDIMENT BASIN (SIZE TBC)

SEDIMENT FENCE

FFL 32.000

RL 32.000

RL 32.000

EROSION AND SEDIMENT CONTROL LEGENDSEDIMENT FENCE

KERB INLET PROTECTION. PROVIDE AT ALL EXISTING

TEMPORARY CONSTRUCTION ENTRY/WASHDOWN

SEDIMENT FILTER

TEMPORARY SEDIMENT BASIN

KIF KERB INLET PIT FILTER

ROAD STORMWATER PITS.

OVERLAND FLOW PATHS (1% SLOPE)

Project Number

Drawn

Scale

Title

Project

Client


Checked Approved



SCP

Cons

ulting

_File

Path

: K:\1

8019

6 ATC

Ran

dwick

_ Pu

blic I

nfras

tructu

re P

rojec

t\07.

Civil

\BIM

\Dra

wing

s - S

TAGE

2\18

0196

C6.0

1 SOI

L SED

MOD

.dwg

21/17

/2019

- 1:1

7:23 P

MPL

OTTE

D BY

CAD

NORTH


180196

LW JC ---

MOSTYN COPPER


0 125001:250 @ A1

5000

B ISSUE FOR INFORMATION 21.10.2019

SOIL EROSION AND SEDIMENTCONTROL PLAN

180196 C6.01 B

GENERAL INSTRUCTIONS

E1. THIS PLAN IS TO BE READ IN CONJUNCTION WITH THE ENGINEERING PLANS,AND ANY OTHER PLANS OR WRITTEN INSTRUCTIONS THAT MAY BE ISSUEDAND RELATING TO DEVELOPMENT AT THE SUBJECT SITE.

E2. THE SITE SUPERINTENDENT WILL ENSURE THAT ALL SOIL AND WATERMANAGEMENT WORKS ARE LOCATED AS INSTRUCTED IN THISSPECIFICATION.

E3. ALL BUILDERS AND SUB-CONTRACTORS WILL BE INFORMED OF THEIRRESPONSIBILITIES IN MINIMISING THE POTENTIAL FOR SOIL EROSION ANDPOLLUTION TO DOWNSLOPE LANDS AND WATERWAYS.

CONSTRUCTION SEQUENCE

E4. THE SOIL EROSION POTENTIAL ON THIS SITE SHALL BE MINIMISED. HENCEWORKS SHALL BE UNDERTAKEN IN THE FOLLOWING SEQUENCE :

a. INSTALL SEDIMENT FENCES, TEMPORARY CONSTRUCTION EXIT ANDGEOTEXTILE INLET SEDIMENT TRAP.

b. UNDERTAKE SITE DEVELOPMENT WORKS IN ACCORDANCE WITHTHE ENGINEERING PLANS. PHASE DEVELOPMENT SO THAT LANDDISTURBANCE IS CONFINED TO AREAS OF WORKABLE SIZE.

EROSION CONTROL

E5. DURING WINDY CONDITIONS, LARGE, UNPROTECTED AREAS WILL BE KEPTMOIST (NOT WET) BY SPRINKLING WITH WATER TO KEEP DUST UNDERCONTROL.

E6. FINAL SITE LANDSCAPING WILL BE UNDERTAKEN AS SOON AS POSSIBLE ANDWITHIN 20 WORKING DAYS FROM COMPLETION OF CONSTRUCTIONACTIVITIES.

FENCING

E7. STOCKPILES WILL NOT BE LOCATED WITHIN 2 METRES OF HAZARD AREAS,INCLUDING LIKELY AREAS OF CONCENTRATED OR HIGH VELOCITY FLOWSSUCH AS WATERWAYS. WHERE THEY ARE BETWEEN 2 AND 5 METRES FROMSUCH AREAS, SPECIAL SEDIMENT CONTROL MEASURES SHOULD BE TAKENTO MINIMISE POSSIBLE POLLUTION TO DOWNSLOPE WATERS, E.G. THROUGHINSTALLATION OF SEDIMENT FENCING.

E9. WATER WILL BE PREVENTED FROM ENTERING THE PERMANENT DRAINAGESYSTEM UNLESS IT IS RELATIVELY SEDIMENT FREE, I.E. THE CATCHMENTAREA HAS BEEN PERMANENTLY LANDSCAPED AND/OR ANY LIKELY SEDIMENTHAS BEEN FILTERED THROUGH AN APPROVED STRUCTURE.

E10. TEMPORARY SOIL AND WATER MANAGEMENT STRUCTURES WILL BEREMOVED ONLY AFTER THE LANDS THEY ARE PROTECTING AREREHABILITATED.

OTHER MATTERS

E11. ACCEPTABLE RECEPTORS WILL BE PROVIDED FOR CONCRETE AND MORTARSLURRIES, PAINTS, ACID WASHINGS, LIGHT-WEIGHT WASTE MATERIALS ANDLITTER.

E12. RECEPTORS FOR CONCRETE AND MORTAR SLURRIES, PAINTS, ACIDWASHINGS, LIGHT-WEIGHT WASTE MATERIALS AND LITTER ARE TO BEEMPTIED AS NECESSARY. DISPOSAL OF WASTE SHALL BE IN A MANNERAPPROVED BY THE SITE SUPERINTENDENT.

SITE INSPECTION & MAINTENANCE

E13. EROSION AND SEDIMENT CONTROL MEASURES SHALL BE INSPECTEDAFTER RAINFALL EVENTS TO ENSURE THAT THEY OPERATE EFFECTIVELY.REPAIR AND OR MAINTENANCE SHALL BE UNDERTAKEN AS REQUIRED.

EROSION AND SEDIMENT CONTROL NOTES

SEDIMENT CONTROL FENCE

UNDISTURBED AREA

POSTS DRIVEN 0.6mINTO GROUND

DETAIL OF OVERLAP

GEOTEXTILE FILTER

FABRIC.

DIRECTION OFFLOW.

DISTURBED AREA.

WIRE OR STEEL MESH

0.6m

MAX

0.2m

3m MAX

NTS

EXISTING ROADWAY

CONSTRUCTION SITEMIN LENGTH 10m

BERM 0.3m MIN HIGH

TEMPORARY STABILISED CONSTRUCTION EXIT

MAINTENANCE NOTESTHE EXIT SHALL BE MAINTAINED IN A CONDITION WHICH PREVENTSTRACKING OR FLOWING OF SEDIMENT OFF THE CONSTRUCTIONSITE. THIS MAY REQUIRE PERIODIC TOP DRESSING WITHADDITIONAL GRAVEL AS CONDITIONS DEMAND AND REPAIR AND/ORCLEANOUT OF ANY MEASURES USED TO TRAP SEDIMENT. ALLSEDIMENT SPILLED, DROPPED, WASHED OR TRACKED OFF THECONSTRUCTION SITE MUST BE REMOVED IMMEDIATELY.

CONSTRUCTION NOTES1. STRIP TOPSOIL AND LEVEL SITE.2. COMPACT SUBGRADE.3. COVER AREA WITH NEEDLE-PUNCHED GEOTEXTILE.4. CONSTRUCT 200MM THICK PAD OVER GEOTEXTILE USING

ROADBASE OR 30MM AGGREGATE.5. CONSTRUCT HUMP IMMEDIATELY WITHIN BOUNDARY TO DIVERT

WATER TO A SEDIMENT FENCE OR OTHER SEDIMENT TRAP WHERETHE SEDIMENT IS COLLECTED AND REMOVED.

GEOTEXTILE FABRIC DESIGNED TO PREVENTINTERMIXING OF SUBGRADE AND BASEMATERIALS AND TO MAINTAIN GOODPROPERTIES OF THE SUB-BASE LAYERS.GEOTEXTILE MAY BE WOVEN OR NEEDLEPUNCHED PRODUCT WITH A MINIMUM CBRBURST STRENGTH (AS3706.4-90) OF 2500N.

0.2m MIN.

MIN WIDTH 4m

5m MIN.

DGB20 ROADBASE OR30mm AGGREGATE

RUNOFF FROM PAD DIRECTEDTO SEDIMENT TRAP

TIMBER SLEEPER OR METALGRID 100mm HIGH ANDSPACED AT 200mm CTS.NOTE:

1. CONTRACTOR SHALL CONDUCT A DIALBEFORE YOU DIG SEARCH PRIOR TOCOMMENCEMENT OF ANY WORK

2. ENSURE THAT ALL COUNCIL AND PUBLICUTILITY ASSETS ARE MAINTAINED ANDPROTECTED AT ALL TIMES IN THE VICINITY OFTHE TEMPORARY CONSTRUCTION EXIT

NTSSANDBAG KERB INLET SEDIMENT TRAP

GAP BETWEEN BAGSACT AS SPILLWAY.

THREE LAYERS OF SANDBAGSWITH ENDS OVERLAPPED.

RUNOFF

2m. MIN.

0.9m MIN

SANDBAGS OVERLAPONTO KERB.

0.2m

GEOTEXTILE FILTER FABRIC DROP INLETSEDIMENT TRAP

GEOTEXTILE FILTERFABRIC.

GEOTEXTILE FILTERFABRIC.

RUNOFF WATER WITHSEDIMENT.

BURIED FABRIC FILTEREDWATER.

STAKES

STAKES DROP INLET WITHGRATE.

NTS

Project Number

Drawn

Scale

Title

Project

Client


Checked Approved



SCP

Cons

ulting

_File

Path

: K:\1

8019

6 ATC

Ran

dwick

_ Pu

blic I

nfras

tructu

re P

rojec

t\07.

Civil

\BIM

\Dra

wing

s - S

TAGE

2\18

0196

C6.1

0 SOI

L SED

DET

AILS

.dwg

15/50

/2019

- 2:5

0:07 P

MPL

OTTE

D BY

CAD


180196

LW GK ---

MOSTYN COPPER


AS SHOWN AT A1

SOIL EROSION AND SEDIMENTCONTROL DETAILS

180196 C6.10 A

SURFACE INLET/JUNCTION PITPIT TYPE 'A'SCALE 1:20

SCALE 1:20

FLOW

SECTION PA1-

900900D 1200

900600D 1200

600*600D 900

450*450

MINIMUM INTERNALPIT DIMENSIONS

'Y''X' 'D'

D 600

NOTE: PITS DENOTED * SHALL BEUSED ONLY WHERE SPECIFIED INDRAINAGE SCHEDULE OR ON PLAN.

150 150'Y'

150DEPTH AS REQUIRED 'D'

30 FALL U.N.O

N12 AT 200 BOTHWAYS CENTRAL

PIT IN CONCRETE PAVEMENT REFER DETAIL 'B'PIT IN FLEXIBLE PAVEMENT REFER DETAIL 'C'PIT IN LANDSCAPE AREAS REFER DETAIL 'D'

70

Y/2

300TYP

300

COVER (WITH SUITABLE LIFTING HOLES)OR GRATE & FRAME AS SPECIFIED.

MORTAR BED

MASS CONCRETEBENCHING

150'X'

150

PROVIDE STEP IRONS IFPIT DEEPER THAN 900(REFER DETAILS).225

PROVIDE 3.0M LENGTH OF100Ø SUBSOIL WRAPPEDIN GEOFABRIC SOCK ATUPSTREAM END OF PIT.

PA1-

PLAN

SETOUT POINT

SETOUT POINT

SCALE 1:20SECTION A

C3.01

2000

TURF TO LANDSCAPEARCHITECTS DETAILS

WRAP ATLANTIS FLO-CELL INBIDIM A4 GEOFABRIC ORAPPROVED EQUIVALENT

2.0m WIDE x 1.32m DEEPATLANTIS FLO-CELL

1320

100mm MIN THICK SANDBACKFILL OVERINFILTRATION TRENCH

300

450 M

INUN

LESS

SPE

CIFI

ED O

THER

WIS

E

300x300x150 25MPaCONCRETESURROUND

PVC-uFITTING

HIGH END RISER (FLUSHING POINT)N.T.S.

CAST IRON COVER MARKED FOR SUBSOIL.FOR LANDSCAPED AREAS USE CLASS 'C' COVERAND FRAME.FOR PAVED AREAS USE CLASS 'D' COVER ANDFRAME.

SUBSOIL DRAINAGEPIPE AS SPECIFIED

MEDIUM DUTY GALV. MILDSTEEL GRATE AND FRAME

VARIES (150 MIN) PAVEMENT AS SPECIFIED

KEYED CONSTRUCTION JOINT

RECESS TO SUIT FRAME

5 N12

N10-450

SCALE 1:10GRATED DRAIN TYPE 'A'

150 AS SHOWNON PLAN

150 350

70MIN

300

Project Number

Drawn

Scale

Title

Project

Client


Checked Approved



SCP

Cons

ulting

_File

Path

: K:\1

8019

6 ATC

Ran

dwick

_ Pu

blic I

nfras

tructu

re P

rojec

t\07.

Civil

\BIM

\Dra

wing

s - S

TAGE

2\18

0196

C7.1

0 DET

AILS

.dwg

16/11

/2019

- 4:1

1:53 P

MPL

OTTE

D BY

CAD


180196

LW GK ---

MOSTYN COPPER


AS SHOWN AT A1

DETAILS SHEET

180196 C7.10 A

Our Ref: 180196


ABN 80 003 076 024

Sydney Brisbane Melbourne Darwin Adelaide Page 14 / 14

Appendix B Absorption Trench Sizing

Project Number:

Project Name:

Date

Water Loss (average) 18.000000 L/min/m2

0.300000 L/sec/m2

Width 2 m

Length 96 m

Height 1.2 m

Trench Medium

Void Ratio

Outflow 59.04 L/sec

Storage Volume Provided 207.36 m3

Storage Volume Required 206.47 m3

Result

Mass Curve Analysis - 1

in 100 Year ARI

Geotechnical

Investigation

OK

Calculations

Plastic crates

0.9

Infiltration Trench Sizing (STW)

180196

ATC Ledger Lawn

21/10/2019

Trench Information

Field Results

ST

OR

MW

AT

ER

DR

AIN

AG

E

On

Sit

e D

ete

nti

on

Siz

ing

by M

ass C

urv

e T

ech

niq

ue

Pro

ject

Nam

e:

ATC

Led

ger

Law

nR

efer

ence

No

.:

18

01

96

Engi

nee

r:

JCD

ate:

2

1/1

0/2

01

9

DU

RA

TIO

NR

AIN

FA

LL

CO

-EF

FIC

IEN

TS

ITE

AC

TU

AL

AC

TU

AL

PE

RM

ISS

IBLE

PE

RM

ISS

AB

LE

RE

QU

IRE

D

INT

EN

SIT

YO

FA

RE

AD

ISC

HA

RG

ED

ISC

HA

RG

ES

ITE

DIS

CH

AR

GE

ON

-SIT

E

100 Y

ear

AR

IR

UN

OF

FV

OLU

ME

DIS

CH

AR

GE

VO

LU

ME

ST

OR

AG

E

(hr)

(mm

/hr)

(C10)

(m2)

(L/s

)(m

3)

(L/s

)(m

3)

(m3)

0.0

83

260.0

0.8

16600

386.1

0115.3

759.0

417.6

497.7

3

0.1

67

205.0

0.8

16600

304.4

3183.0

259.0

435.4

9147.5

3

0.3

3147.0

0.8

16600

218.3

0261.6

959.0

470.7

8190.9

1

0.5

0117.0

0.8

16600

173.7

5312.7

459.0

4106.2

7206.4

7

176.5

0.8

16600

113.6

0408.9

759.0

4212.5

4196.4

3

250.0

0.8

16600

74.2

5534.6

059.0

4425.0

9109.5

1

339.4

0.8

16600

58.5

1631.9

059.0

4637.6

3-5

.73

626.8

0.8

16600

39.8

0859.6

459.0

41275.2

6-4

15.6

3

12

18.5

0.8

16600

27.4

71186.8

159.0

42550.5

3-1

363.7

2

24

12.7

0.8

16600

18.8

61629.4

659.0

45101.0

6-3

471.6

0

48

8.2

0.8

16600

12.2

42114.4

559.0

410202.1

1-8

087.6

6

72

6.2

0.8

16600

9.1

32367.2

159.0

415303.1

7-1

2935.9

6

MA

X R

EQ

UIR

ED

OS

D (

m3)

206.4

7

ssda design report -civil stormwater

Documents