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OPW16/0021- Operational Works Application 2 of 4
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Stormwater!Management(Plan(!
71#Seaview#Terrace,"Sunshine(Beach!
UNIVERSAL*PROPERTY*COMPANY*ESTABLISHMENT!!
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Stormwater Management Plan
71 Seaview Terrace, Sunshine Beach
UNIVERSAL PROPERTY COMPANY ESTABLISHMENT
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AquaIntel!Pty!Ltd!
t:!+7!5414!7185!m:!0400!436!391!
e:[email protected]!
w:!www.aquaintel.com.au!
ACN:!153!875!953!!ABN:!83!572!946!845!
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Document!Information!
Stormwater!Management!Plan!–!Operational!Works!
Report!Title!
71!Seaview!Terrace,!Sunshine!Beach!
Version! Rev!B!
Author(s)! Kelly!McKendry!
Approved!by! KMcK!(RPEQ!09298)!
Signed! !
Date! 28!January!2016!
Doc!No! 2014022ZRPTZ002!
Distribution! TOD!Consulting!Engineers!
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Document!Path:! AquaIntel!Projects:2014022_Seaview_Tce_SWMP:reporting:2014022_71_SeaviewTce_SWMPZrevB.docx!
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Aqualntel Pty Ltd
t: +7 5414 7185 m: 0400 436 391
e: [email protected]
w: www.aquaintel.com.au
ACN: 153 875 953 ABN: 83 572 946 845
Document Information
Stormwater Management Plan — Operational Works
Report Title 71 Seaview Terrace, Sunshine Beach
Version Rev B
Author(s) Kelly McKendry
Approved by KMcK (RPEQ 09298)
Signed YW
Date 28 January 2016
Doc No 2014022-RPT-002
Distribution TOD Consulting Engineers
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Executive!Summary!
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AquaIntel! has! been! commissioned! by! TOD! Consulting! Engineers! on! behalf! of! Universal!
Property! Company! Establishment! to! prepare! a! Stormwater! Management! Plan! (SWMP)! to!
support! the! Operational! Works! Approval! for! the! residential! development! at! 71! Seaview!
Terrace,! Sunshine! Beach! (Lot! 1! RP197117).! ! This! document! supersedes! the! stormwater!
management! plan! prepared! by! AquaIntel! (2014)! in! support! of! the! Material! Change! of! Use!
application.!
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The!site!is!currently!undeveloped!and!well!vegetated.!!The!site!is!located!adjacent!to!Noosa!
national!Park.!There!is!a!small!external!catchment!draining!through!the!site!from!the!west.!!
The! site! grades! from! the! west! to! the! east! and! currently! runoff! from! the! site! collects! in! a!
drainage!line!near!the!eastern!boundary!of!the!site!and!discharges!to!the!beach.!!!
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It!is!proposed!that!the!residence!be!constructed!with!a!living!‘green’!roof!consisting!of!up!to!
200!mm!of!soil!media!sustaining!planted!material!covering!the!shell!like!structure.!!The!roof!
will!drain!via!an!under!drainage!network!and!a!series!of!intercept!drains!to!the!edges!of!the!
roof.!!
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Internal! hydraulic! design,! estimation! of! reuse! and! sizing! of! reuse! infrastructure! has! been!
completed!by!FLOTH.!The!scope!of!this!investigation!is!to!provide!stormwater!treatment!and!
control! measures! to! meet! development! conditions! for! the! site! and! based! on! the! hydraulic!
design! by! FLOTH.! ! This! investigation! does! not! include! hydraulic! modelling! of! the! internal!
pipework!and!drainage!system!proposed!by!FLOTH!and!only!comprises!hydrologic!modelling!
from!the!outlet!of!the!proposed!stormwater!reuse!tanks!to!the!site!outlets!for!the!purpose!of!
determining! estimates! of! peak! flows! form! the! site.! ! Components! of! the! FLOTH! design! that!
will!act!as!water!quality!improvement!devices!such!as!a!GPT!and!the!stormwater!reuse!tanks!
have!been!included!in!water!quality!modelling!as!per!the!specified!design.!
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Environmental! best! management! practices! are! proposed! for! treatment! of! stormwater!
generated!by!the!site.!Stormwater!will!be!treated!using!a!number!of!treatment!devices!prior!
to!discharge!to!the!receiving!environment.!The!stormwater!treatment!train!for!the!site!will!
include!collection!of!runoff!from!roofed!and!paved!areas!to!a!GPT!and!stormwater!harvesting!
system! then! through! a! bioretention! garden! prior! to! discharge! into! the! existing! forested!
areas.!!
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Non[worsening!of!peak!flows!from!the!site!has!been!demonstrated!through!the!incorporation!
of!a!stormwater!reuse!tank!(designed!by!others)!and!detention!basin,!which!incorporates!the!
bioretention! basin.! ! Runoff! from! the! external! catchment! to! the! west! of! the! site! will! be!
managed!by!diverting!the!existing!drainage!paths!along!the!western!boundary!and!allowing!
flow!to!continue!through!the!area!of!the!site!which!will!not!be!developed.!!Overflows!from!
the! stormwater! reuse! tank! will! be! directed! into! a! detention! basin! and! then! onto! natural!
ground! below! the! proposed! development! so! that! one! point! of! discharge! is! maintained.!!
Development!conditions!are!addressed!by!providing!a!piped!outlet!form!the!basin!to!below!
RL26!and!a!spreader!at!this!location!to!minimize!the!risk!associated!with!flow!concentration!
from!the!outlet.!
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This!Stormwater!Management!Plan!demonstrates!that!effective!treatment!of!stormwater!at!
the!proposed!development!can!be!achieved!through!the!application!and!appropriate!design!
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of! Water! Sensitive! Urban! Design! (WSUD)! principles! in! accordance! with! legislative!
requirements! and! best! practice! guidelines.! The! treatment! train! proposed! for! the!
development!site!achieves!the!performance!criteria!set!by!the!Noosa!Shire!Council!and!meets!
the!development!approval!conditions.!!On!site!detention!and!the!proposed!outlet!design!will!
ensure!the!non[worsening!criteria!is!achieved!and!downstream!impacts!are!insignificant.!
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Contents!
EXECUTIVE!SUMMARY! I!
1! INTRODUCTION! 1!
1.1! SITE!CHARACTERISTICS! 1!
1.2! PREVIOUS!INVESTIGATIONS! 2!
2! STORMWATER!QUALITY! 5!
2.1! DESIGN!OBJECTIVES! 5!
2.2! STORMWATER!QUALITY!TREATMENT! 5!
2.2.1! STRATEGY! 5!
2.3! MODELLING!APPROACH! 6!
2.3.1! PHILOSOPHY! 6!
2.3.2! MUSIC!SETUP! 7!
2.3.3! CATCHMENT!AREAS! 8!
2.3.4! MUSIC!MODEL!LAYOUT! 8!
2.4! TREATMENT!MEASURES! 9!
2.4.1! RAINWATER!TANKS! 9!
2.4.2! BIORETENTION!SYSTEM! 10!
2.4.3! SEDIMENT!FOREBAYS! 11!
2.5! RESULTS! 13!
3! STORMWATER!QUANTITY! 14!
3.1! SITE!DRAINAGE!AND!CATCHMENT!DEFINITION! 14!
3.2! EXISTING!SCENARIO! 15!
3.3! RATIONAL!METHOD!CALIBRATION! 16!
3.4! DEVELOPED!SCENARIO! 16!
3.5! MITIGATED!SCENARIO! 18!
4! DETAILED!DESIGN!DOCUMENTATION! 20!
5! BIORETENTION!MAINTENANCE!MANUAL! 21!
6! WATER!QUALITY!MONITORING! 22!
6.1! CONSTRUCTION! 22!
6.2! OPERATIONAL! 22!
7! CONCLUSIONS! 23!
8! REFERENCES! 24!
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APPENDICES!
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Appendix!1:!OPW!Drawings!and!FLOTH!Design!Drawings! 25!
Appendix!2:!Rational!Method! 26!
Appendix!3:!WBNM!results! 27!
Appendix!4:!Bioretention!Maintenance!Manual! 28!
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Contents
EXECUTIVE SUMMARY I
1 INTRODUCTION 1
1.1. SiTE CHARACTERISTICS 1
1.2. PREVIOUS INVESTIGATIONS 2
2 STORMWATER QUALITY 5
2.1 DESIGN OBJECTIVES 5
2.2 STORMWATER QUALITY TREATMENT 5
2.2.1 STRATEGY 5
2.3. MODELLING APPROACH 6
2.3.1 PHILOSOPHY 6
2.3.2 MUSIC SETUP 7
2.3.3. CATCHMENT AREAS 8
2.3.4 MUSIC MobDEL LAYOUT 8
2.4 TREATMENT MEASURES 9
2.4.1 RAINWATER TANKS 9
2.4.2. BIORETENTION SYSTEM 10
2.4.3. SEDIMENT FOREBAYS 11
2.5 RESULTS 13
3 STORMWATER QUANTITY 14
3.1 SITE DRAINAGE AND CATCHMENT DEFINITION 14
3.2 EXISTING SCENARIO 15
3.3. RATIONAL METHOD CALIBRATION 16
3.4 DEVELOPED SCENARIO 16
3.5 MITIGATED SCENARIO 18
4 DETAILED DESIGN DOCUMENTATION 20
5 BIORETENTION MAINTENANCE MANUAL 21
6 WATER QUALITY MONITORING 22
6.1 CONSTRUCTION 22
6.2 OPERATIONAL 22
7 CONCLUSIONS 23
8 REFERENCES 24
APPENDICES
Appendix 1: OPW Drawings and FLOTH Design Drawings 25
Appendix 2: Rational Method 26
Appendix 3: WBNM results 27
Appendix 4: Bioretention Maintenance Manual 28
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FIGURES!
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Figure!1:!Locality!Plan! 3!
Figure!2:!Development!Layout! 4!
Figure!3:!Conceptual!Treatment!Train! 6!
Figure!4:!Model!Layout! 9!
Figure!5:!WSUD!Strategy! 12!
Figure!6:!Detention!Strategy! 19!
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TABLES!
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Table!1:!Site!stormwater!quality!objectives!(operational!phase)! 5!
Table!2:!Impervious!Percentage! 7!
Table!3:!Catchment!Areas! 8!
Table!4:!MUSIC!Rainwater!Tank!Parameters! 10!
Table!5:!Bioretention!Basin!Design!Parameters! 11!
Table!6:!MUSIC!Results!–!LoadbBased!Pollutant!Outputs!–! 13!
Table!7:!!WBNM!SubbCatchment!Fraction!Impervious!Values!–!Existing!Scenario! 15!
Table!8:!!Existing!Scenario!WBNM!Outlet!Peak!Flows! 15!
Table!9:!Rational!Method!Calibration!Summary!(Total!Catchment)! 16!
Table!10:!Rational!Method!Peak!Flows!Versus!WBNM!Peak!Flows! 16!
Table!11:!!WBNM!SubbCatchment!Fraction!Impervious!Values!–!Developed!Scenario! 17!
Table!12:!!Developed!Scenario!WBNM!Outlet!Peak!Flows!–!Outlet!2! 17!
Table!13:!!Storage!and!Outlet!Details!of!Detention!System! 18!
Table! 14:! ! Comparison! of! Existing,! Developed! and! Mitigated! WBNM! Outlet! Peak! Flows! –!
Outlet!2! 18!
Table!15:!!Level!Spreader!Calculations! 20!
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FIGURES
Figure 1: Locality Plan 3
Figure 2: Development Layout 4
Figure 3: Conceptual Treatment Train 6
Figure 4: Model Layout 9
Figure 5: WSUD Strategy 12
Figure 6: Detention Strategy 19
TABLES
Table 1: Site stormwater quality objectives (operational phase) 5
Table 2: Impervious Percentage 7
Table 3: Catchment Areas 8
Table 4: MUSIC Rainwater Tank Parameters 10
Table 5: Bioretention Basin Design Parameters 11
Table 6: MUSIC Results — Load-Based Pollutant Outputs — 13
Table 7: WBNM Sub-Catchment Fraction Impervious Values — Existing Scenario 15
Table 8: Existing Scenario WBNM Outlet Peak Flows 15
Table 9: Rational Method Calibration Summary (Total Catchment) 16
Table 10: Rational Method Peak Flows Versus WBNM Peak Flows 16
Table 11: WBNM Sub-Catchment Fraction Impervious Values — Developed Scenario 17
Table 12: Developed Scenario WBNM Outlet Peak Flows — Outlet 2 17
Table 13: Storage and Outlet Details of Detention System 18
Table 14: Comparison of Existing, Developed and Mitigated WBNM Outlet Peak Flows —
Outlet 2 18
Table 15: Level Spreader Calculations 20
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1 Introduction!
AquaIntel! has! been! commissioned! by! TOD! Consulting! Engineers! on! behalf! of!
Universal! Property! Company! Establishment! to! update! a! previously! prepared!
Stormwater! Management! Plan! (SWMP)! to! support! the! Operational! Works!
application!for!the!residential!development!at!71!Seaview!Terrace,!Sunshine!Beach!
(Lot! 1! RP197117).! ! This! document! supersedes! the! Stormwater! Management! Plan!
(SWMP)!prepared!by!AquaIntel!(2014)!in!support!of!the!MCU!application!for!the!site.!
The!development!will!be!required!to!comply!with!the!Division!20!–!Water!Sensitive!
Urban!Design!Code!of!the!Noosa!Shire!Council’s!(NSC)!“The!Noosa!Plan”.!!From!this,!
the! load! based! Water! Quality! Objectives! (WQO’s)! stipulated! in! the! State! Planning!
Policy!July!2014!for!the!South!East!Queensland!region!will!be!adopted!for!the!site.!!In!
addition! the! development! has! received! development! conditions! based! on! the!
Material!Change!of!Use!planning!application!for!the!site.!!
The!purpose!of!this!SWMP!is!to!identify!the!stormwater!quality,!detention!and!water!
reZuse!options!that!could!be!implemented!within!the!site!to!achieve!elements!of!the!
code! and! address! Development! Conditions! 28a! and! 28b.! ! The! objectives! of! this!
SWMP!are!to:!!
• Ensure!the!proposed!development!maintains!or!improves!the!environmental!
values!of!the!receiving!waters!within!the!receiving!catchment!throughout!the!
operational!phase;!!
• Consider! suitable! Stormwater! Quality! Improvement! Devices! (SQID’s)! based!
on!Water!Sensitive!Urban!Design!(WSUD)!principles;!
• Recommend!an!appropriate!stormwater!treatment!strategy!for!the!proposed!
development! that! complies! with! Noosa! Shire! Council! (NSC)! water! quality!
objectives;!and!
• Ensure! the! development! achieves! nonZworsening! of! stormwater! flows!
downstream!of!the!site.!
• Show!compliance!with!the!MCU!approval!conditions!(Specifically!No.!28)!
.!
1.1 Site!Characteristics!
The! location! of! the! site! is! shown! in! Figure! 1.! ! ! The! total! site! area! is! approximately!
9,942m2.!The!site!is!currently!well!vegetated!with!no!structures!or!buildings!on!the!
site.!The!site!is!adjacent!to!Noosa!National!Park!to!the!north,!two!residential!lots!to!
the!west,!a!single!residential!lot!to!the!south!and!Sunshine!Beach!to!the!east.!
The!site!grades!from!the!west!to!the!east,!with!elevations!ranging!from!51!m!AHD!to!
7! m! AHD,! and! discharges! to! the! beach.! ! There! is! a! 2856! m2! of! external! catchment!
located!along!the!western!boundary!(existing!residential!lots!on!McAnally!Drive).!!
The! site! is! located! on! the! frontal! beach! dunes! and! the! area! of! proposed!
development!is!not!influenced!by!regional!or!local!flooding!or!storm!tide.!!!
It!is!proposed!that!a!single!residential!building!be!constructed!on!approximately!one!
third!of!the!site!and!it!is!to!consist!of!a!collection!of!curved!shell!like!structures!with!
living!‘green’!roofs.!The!development!layout!is!provided!in!Figure!2.!
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! 1.2 Previous!Investigations! A! SWMP! was! completed! for! a! previously! proposed! building! on! the! site! by! JFP! in! October! 2009.! ! The! proposed! building! has! been! altered! significantly! in! the! current! design.! ! AquaIntel!prepared!a!SWMP!for!this!development!in!2014!for!submission!with!the! MCU!application!for!the!site.!!This!document!supersedes!the!previous!SWMP!by! AquaIntel.! ! ! ! ! ! ! ! ! ! ! ! ! ! 2!
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LEGEND) Data)Source)Notes:)
#
Project:))71#Seaview#Terrace#Stormwater#
#
#Management#Plan)
#Site#Locality#
)#
# ##
Figure)1))Locality)Plan)
# ##
#
# ##
#
# ##
#
# ##
Date:)20/09/14 # ##
Drawn)by:)KM#
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SCY ry
ete Oe
Data Source Notes:
nmeAn ay
Inve
Project: 71 Seaview Terrace Stormwater
Management Plan
LEGEND
Ty Site Locality
Figure 1 Locality Plan
a”
Date: 20/09/14
Drawn by: KM aqua
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LEGEND) Data)Source)Notes:) Project:))71#Seaview#Terrace#Stormwater#Management#Plan#
# Proposed#development#layout#provided#by#TOD#
ConsulDng#for#use#in#this#invesDgaDon.# #
# ## # #
# ## ) )Figure)2))Development)Layout#
# ## #
# ## Date:)29/01/16 # ##
# ## Drawn)by:)KM#
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Sa
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LEGEND
Data Source Notes:
Proposed development layout provided by TOD
Consulting for use in this investigation.
Project: 71 Seaview Terrace Stormwater Management Plan
Date: 29/01/16
Drawn by: KM
Figure 2 Development Layout nr~
aquaintel
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2 Stormwater!Quality!
2.1 Design!Objectives!
This! report! identifies! the! stormwater! quality! management! objectives! for! the!
operational! phase! (postZconstruction! phase)! of! the! proposed! development.!!
Construction! based! stormwater! quality! management! objectives! will! need! to! be!
addressed!as!part!of!operational!works!documentation.!
Water! quality! objectives! or! performance! criteria! for! the! proposed! urban!
development! in! this! location! are! those! stipulated! in! the! State! Planning! Policy! July!
2014! for! the! South! East! Queensland! region.! ! The! applicable! water! quality! design!
objectives!for!this!location!are!shown!in!Table!1!below.!!!
However,!the!applicability!of!these!objectives!for!this!development!are!questionable.!!
The!SPP4/2010!–!Healthy!Waters!states!that!“the!making!a!material!change!of!use!or!
carrying! out! operational! work! for! the! purposes! of,! or! associated! with,! a! single!
detached! dwelling”! is! outside! the! scope! of! the! policy.! ! However,! the! policy! does!
apply! where! a! MCU! or! ROL! for! urban! purposes! includes! a! land! area! greater! than!
2500! m2.! ! In! order! to! demonstrate! a! high! level! of! protection! of! the! environmental!
values! of! the! receiving! waters! within! the! receiving! catchment! the! water! quality!
objectives!provided!in!Table!1!are!adopted!for!use!in!this!investigation.!
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Table!1:!Site!stormwater!quality!objectives!(operational!phase)!
Minimum!reductions!in!mean!annual!loads!from!unmitigated!development!(%)!
Total!Suspended! Total! Total!Nitrogen!! Gross!pollutants!!
Solids!(TSS)! Phosphorous!(TP)! (TN)! >5!mm!
80! 60! 45! 90!
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2.2 Stormwater!Quality!Treatment!
2.2.1 Strategy!
The!proposed!development!is!unique!with!respect!to!water!quality!as!the!majority!of!
the! structure! is! proposed! to! be! covered! in! a! living! ‘green’! roof.! ! Detail! of! the!
proposed!living!’green’!roof!is!contained!within!the!site!landscape!plan!(James!Birrell!
Design! Lab,! 2015).! ! The! green! roof! is! proposed! to! consist! of! cells! of! planted! soil!
media!of!a!total!depth!of!200!mm.!!These!cells!will!be!drained!via!an!under!drainage!
network! and! gravel! drainage! channels! to! the! edges! of! the! structure! prior! to!
discharge!from!the!roof.!
While!the!living!‘green’!roof!will!in!effect!act!to!reduce!impervious!area!and!provide!
a!level!of!water!quality!treatment,!for!the!purpose!of!quantification!of!stormwater!
quality! the! roof! area! has! been! included! in! the! quality! treatment! strategy! as!
catchment!area!and!not!as!a!treatment!device.!!
The! original! treatment! train! for! the! proposed! development! was! that! runoff! from!
roads/hardstand!and!roofed!areas!will!be!collected!in!a!stormwater!drainage!system!
! ! ! 5!
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and!discharged!into!a!small!bioretention!basin.!!Runoff!from!the!external!catchment!
will! be! bypassed! around! the! site! via! cut! off! drain! on! the! western! boundary.! Flows!
will!bypass!the!site!on!the!north!or!southern!boundary.!!This!external!catchment!will!
not!contribute!runoff!to!any!bioretention!or!detention!system!on!site.!!!
During! subsequent! design! phases! FLOTH! Sustainable! Building! Consultants! have!
undertaken! the! hydraulic! design! of! the! internal! stormwater! management!
infrastructure!and!it!is!proposed!that!runoff!from!the!‘hard’!roof!area!be!collected!
within! a! ‘Rainwater! Tank’! and! treated! for! internal! uses.! ! In! addition,! all! other! built!
areas!including!the!driveway!and!green!roofed!areas!will!be!collected!in!a!large!60!
m3! ‘Stormwater! Tank’! via! a! GPT! and! reused! within! the! site.! ! Tank! sizes! (including!
outlet!details)!and!reuse!estimates!have!been!provided!by!FLOTH!for!use!in!this!plan.!
FLOTH!Design!plans!are!provided!in!Appendix!1.!
!
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Figure!3:!Conceptual!Treatment!Train!
2.3 Modelling!Approach!
2.3.1 Philosophy!
As! discussed! above! a! conservative! approach! to! the! quantification! of! water! quality!
load! generation! and! treatment! as! a! result! of! the! proposed! living! ‘green’! roof! has!
been!adopted!for!this!investigation.!!The!areas!of!‘green’!roof!have!been!included!in!
the! MUSIC! model! as! forest! source! nodes! and! not! as! treatment! devices.! ! It! is!
proposed!that!the!roof!areas!be!planted!with!native!endemic!species!and!thus!will!
reflect! the! surrounding! forest! areas! rather! than! an! urban! garden.! The! ‘green’! roof!
areas! will,! in! fact,! provide! a! certain! level! of! water! quality! treatment! similar! to! a!
bioretention!garden;!however,!this!has!not!been!included!in!the!modelling.!!
Hydraulic! design! and! site! water! reuse! estimates! have! been! undertaken! by! FLOTH!
(see!Appendix!1).!!FLOTH!propose!to!capture!all!runoff!(up!to!and!including!the!1%!
AEP!event)!from!the!developed!areas!of!the!site!and!direct!to!either!a!rainwater!tank!
! ! ! 6!
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(to!be!treated!and!used!for!household!use)!or!to!a!large!Stormwater!Tank!via!a!GPT!
and!reused!within!the!site.!!This!reuse!of!water!from!the!site!is!a!significant!change!
from! the! proposal! presented! in! the! superseded! SWMP! (AquaIntel,! 2014).! ! As! such!
the!MUSIC!model!has!been!amended.!!
In!order!to!quantify!load!reductions!a!base!case!(unmitigated)!assuming!the!building!
has!the!green!roof!areas!is!compared!to!mitigated!scenarios!including!the!inclusion!
of!reuse!estimates!and!treatment!devices.!!
2.3.2 MUSIC!Setup!
An! assessment! of! stormwater! runoff! quality! from! the! proposed! development! site!
has! been! conducted! using! the! Cooperative! Research! Centre! for! Catchment!
Hydrology’s! (CRCCH)! Model! for! Urban! Stormwater! Improvement! Conceptualisation!
(MUSIC).! MUSIC! is! a! decision! support! tool,! used! to! plan! and! design! appropriate!
urban! stormwater! management! systems! at! the! conceptual! level.! ! MUSIC! Version!
6.1.0,!released!in!2015,!was!used!in!this!assessment.!
Climate!data!for!the!catchment!was!sourced!from!the!MUSIC!model!database.!!The!
rainfall! and! evaporation! data! template! for! this! site! has! been! based! on! data! from!
Cooroy!from!1/1/1973Z!31/12/1983!with!six!(6)!minute!rainfall!duration.!
The!“MUSIC!Modelling!Guidelines”!(Water!By!Design,!2010)!was!used!as!the!basis!for!
constructing! the! MUSIC! model.! ! The! default! parameters! of! the! MUSIC! model! were!
used!in!representing!the!treatment!nodes!(where!applicable).!!
Source! node! parameters! for! urban! residential! (roof,! road! and! ground! level)! and!
forest!from!the!“MUSIC!Modelling!Guidelines”!(Water!By!Design,!2010)!were!used!in!
the!MUSIC!model.!
The! following! scenario! was! modelled! in! order! to! assess! the! performance! of! the!
proposed!development!and!treatment!devices:!
1. Green! Roof! –! the! inclusion! of! the! roofed! areas! as! forest! source! nodes,! no!
reuse!and!no!additional!treatment;!and!
2. Mitigated! –! the! inclusion! of! the! green! roof! and! additional! water! quality!
treatment! devices,! namely! a! bioretention! garden,! gross! pollutant! trap! and!
storm!water!tank.!
The!fraction!impervious!value!applied!for!each!of!the!source!nodes!in!the!scenarios!
outlined!above!are!detailed!in!Table!2.!
Table!2:!Impervious!Percentage!
Source!Node! Green!Roof! Mitigated!
Driveway! 100%! 100%!
Deck!areas!(excluding!pool!
100%! 100%!
surface)!
Roof! 0%! 0%!
Garden/lawn! 0%! 0%!
! ! ! 7!
Page 14
!
2.3.3 Catchment!Areas!
During! detailed! design! phases! and! as! a! result! of! the! FLOTH! hydraulic! design! (see!
Appendix! 1)! the! developed! areas! of! the! site! will! all! be! directed! to! a! single! outlet.!!
This!is!a!significant!change!to!the!previous!SWMP!(AquaIntel,!2014).!!!
For!the!purposes!of!water!quality!modelling!the!development!site!has!been!split!into!
catchments! that! report! to! the! various! water! quality! treatment! devices.! Each!
catchment! is! then! divided! into! roofed,! paved,! road! and! grassed! areas.! ! Significant!
areas!of!the!site!remain!undeveloped!and!have!been!included!in!the!MUSIC!model!as!
forested,! however,! results! are! reported! upstream! of! these! areas.! Table! 3! outlines!
the!catchment!areas!represented!within!the!MUSIC!model.!The!stormwater!quality!
catchments!are!provided!in!Figure!5.!External!catchments!have!not!been!modelled,!
as!they!do!not!contribute!to!the!water!quality!improvement!devices.!
Table!3:!Catchment!Areas!
Drive! Roof! Deck! Grassed! Forest!
Total!
Catchment!
(ha)! (ha)! (ha)! (ha)! (ha)#!
(ha)!
External! ! ! ! ! 0.286!
0.286!
D1c! ! ! ! ! 0.155!
0.155!
D1a_Driveway! 0.026! ! ! ! ! 0.026!
OPW_Green_Roof! ! 0.067! ! ! ! 0.067!
OPW_Lower_A! ! ! ! 0.024! ! 0.024!
OPW_Lower_B! ! ! 0.02736! 0.02964! ! 0.057!
OPW_Roof! ! 0.022! ! ! ! 0.022!
D2b! ! ! ! ! 0.221! 0.221!
C3! ! ! ! ! 0.317! 0.317!
! ! ! ! ! 0.286! 0.286!
#!Forest!sources!nodes!for!the!undeveloped!portion!of!the!site!have!been!included!in!
the!MUSIC!model!however!results!are!reported!at!the!outlet!of!the!developed!areas.!!
2.3.4 MUSIC!Model!Layout!
As! the! management! of! urban! stormwater! needs! to! take! a! holistic! approach,! a!
number! of! management! measures! need! to! be! implemented! in! series! to! form! a!
treatment!train.!The!correct!utilisation!of!various!devices!within!the!treatment!train!
is! imperative! to! target! the! desired! pollutants,! from! the! gross! solids! to! the! fine!
particles.!!Figure! 4!shows!the!MUSIC!model!layout!for!the!development!(Mitigated!
Scenario).!
!
! ! ! 8!
Page 15
!
!
Figure!4:!Model!Layout!
!
Note:!results!are!reported!at!the!“Junction”!node!which!captures!all!developed!areas!
of!the!site.!
2.4 Treatment!Measures!
Runoff!from!the!hard!roofed!area!will!be!collected!in!a!rainwater!tank!and!treated!
for! internal! reZuse.! ! Runoff! from! the! ‘Green! Roof’! areas! and! the! driveway! will! be!
collected!in!the!Stormwater!Tank!via!a!GPT!for!reuse!externally.!!Overflow!form!both!
tanks! are! directed! to! a! bioretention! basin! at! the! outlet! of! the! site.! The! location! of!
the!elements!are!shown!in!Figure!5.!
2.4.1 Rainwater!Tanks!
!
!
Through! appropriate! design! of! rainwater! tanks! it! has! been! found! that! significant!
reductions!in!runZoff!can!be!achieved.!!Rainwater!tanks!not!only!provide!temporary!
detention!of!stormwater!runZoff,!but!also!provide!a!significant!alternative!for!water!
supply!uses.!!Collected!roof!water!is!suitable!for!garden!irrigation!or!toilet!flushing!
with!no!additional!treatment.!!!
An! additional! benefit! to! rainwater! tanks! is! that! the! detention! of! stormwater! flows!
can! alter! the! pollutant! transportation! characteristics! of! a! catchment.! ! Rainwater!
tanks! can! be! incorporated! into! building! design! so! that! they! do! not! impact! on! the!
aesthetics!of!an!urban!development.!!!
! ! ! 9!
Page 16
!
Two!tanks!are!proposed!in!the!hydraulic!design!by!FLOTH!(Appendix!1);!a!Rainwater!
Tank!and!a!Stormwater!Tank.!!The!size!and!outlet!pipework!have!been!specified!by!
FLOTH! and! are! included! in! the! model! as! shown! in! Table! 4! The! Stormwater! tank! is!
preceded!by!a!GPT!specified!by!FLOTH!as!a!ROCLA!Model!CDS!0506.!
Estimates! of! reuse! from! each! of! these! tanks! has! been! provided! by! FLOTH! and!
modelled!as!noted!Table!4.!
!
Table!4:!MUSIC!Rainwater!Tank!Parameters!
Rainwater! Stormwater!
Parameter!
Tank! Tank!
Tank!Volume!(kL)! 25! 60!
Surface!Area!(m2)! 12.5! 30!
Equivalent!Overflow!Pipe!(mm)! 212! 320!
Constant!Daily!Outflow!to!Reuse!
1! 2.9!
(kL/d)!#!
#!ReZuse!estimates!provided!by!FLOTH!(8/12/15)!as!a!constant!daily!demand.!
!
2.4.2 Bioretention!System!
!
!
Bioretention! systems! use! ponding! above! a! treatment! surface! to! maximise! the!
volume! of! runoff! flowing! through! the! filtration! media.! They! typically! convey! flows!
above! the! design! event! through! overflow! pits.! ! The! treatment! system! operates! by!
firstly!filtering!surface!flows!through!surface!vegetation!and!then!percolating!runoff!
through! prescribed! filtration! media.! ! This! media! provides! treatment! through! fine!
filtration,!extended!detention!and!biological!uptake!of!nutrients.!!!
As! these! systems! take! approximately! 12Z24! h! to! drain,! the! maximum! depth! of!
ponding! allowed! to! occur! over! the! filter! area! has! been! limited! to! 300! mm.! ! The!
depth! of! the! filter! media! has! been! limited! to! 400! mm.! ! Table! 5! summarises! the!
proposed! design! parameters! for! the! bioretention! basin! for! this! development.!!
Indicative!bioretention!location!is!highlighted!in!Figure!5.!!
! !
! ! ! 10!
Page 17
!
!
Table!5:!Bioretention!Basin!Design!Parameters!
Parameter! Bio1!
Extended!Detention!Depth!(m)! 0.3!
Storage!Surface!Area!(m2)! 5!
2
Filter!Media!Area!(m )! 5!
Unlined!Filter!Media!Perimeter!(m)! 0.01!
Saturated!Hydraulic!Conductivity!
200!
(mm/hr)!
Filter!Depth!(m)! 0.4!
TN!Content!of!Filter!Media!(mg/kg)! 800!
Orthophosphate!Content!of!Filter!
55!
Media!(mg/kg)!
Exfiltration!Rate!(mm/hr)! 0.0!
Overflow!Weir!Length!(m)! 5.0!
2.4.3 Sediment!Forebays!
Due! to! the! size! (<2ha)! and! nature! of! the! development! sediment! forebays! are! not!
required.! Bioretention! areas! should! be! monitored! to! ensure! that! the! deposition! of!
coarse!sediment!on!the!filter!media!surface!does!not!affect!the!bioretention!system!
function.!!
!
!
!
! !
! ! ! 11!
Page 18
GPT!
LEGEND) Data)Source)Notes:) Project:))!71!Seaview!Terrace!Stormwater!Management!Plan!
! !! Proposed!development!
layout!provided!by!TOD! !
!!!!!!!!!!!!!!!!!Roof!Area
! !! ! !BioretenDon !!!!!!!!!!!!Piped!Overflow! ConsulDng!for!use!in!this! !
! ! !! invesDgaDon.! )Figure)5)WSUD)Strategy!
!
!Paved!Areas
!! ! !Site!Catchment !!!!!!!!!!!!Flow!DirecDon! ! !
! ! !! Date:)29/01/15 !!
!
!Grassed!Areas
!! ! !External!Catchment! Drawn)by:)KM!
! !!
! !!
! !!
! !!
[OCR of page images]
LEGEND
Roof Area
Paved Areas
Grassed Areas
|| Bioretention —> Piped Overflow
[] Site Catchment ——> Flow Direction
External Catchment
Data Source Notes:
Proposed development
layout provided by TOD
Consulting for use in this
investigation.
Project: 71 Seaview Terrace Stormwater Management Plan
Figure 5 WSUD Strategy
Date: 29/01/15
Drawn by: KM
And
aquaintel
Page 19
!
2.5 Results!
MUSIC! modelling! of! the! proposed! treatment! train! for! the! residence! at! 71! Seaview!
Terrace! at! Sunshine! Beach,! was! performed! to! ensure! the! identified! load! based!
Water!Quality!Objectives!were!achieved.!Table!6!represents!the!loadZbased!outputs!
generated! by! the! development.! Unmitigated! loads! are! reported! based! on! the!
assumption! that! the! proposed! residence! has! a! green! type! roof.! ! Mitigated! loads!
include!the!bioretention!garden,!gross!pollutant!trap,!stormwater!tanks!and!reuse.!
!
Table!6:!MUSIC!Results!–!LoadbBased!Pollutant!Outputs!–!!
Reduction! Target!
Pollutant! Unmitigated!! Mitigated!! Achieved!!!!! Reduction! Compliance!
(%)! (%)!
Flow! 1.74! 1.02! 41.4! Z! b!
TSS! 315! 61.8! 80.4! 80! !!
TP! 0.6! 0.2! 66.7! 60! !!
TN! 3.15! 1.35! 57.1! 45! !!
GP! 29.6! 0! 100! 90! !!
!
!
!
! !
! ! ! 13!
Page 20
!
3 Stormwater!Quantity!
The!objective!of!this!component!of!the!study!is!to!investigate!the!potential!impact!
that! the! proposed! development! will! have! on! peak! flows! discharging! from! the! site.!!
Where! any! increases! of! peak! flows! are! found,! potential! mitigation! options! will! be!
investigated!in!the!form!of!a!detention!system.!!!
Hydrologic!modelling!of!the!catchment!has!been!carried!out!using!WBNM!software!
developed! jointly! by! the! University! of! Wollongong,! Rienco! Consulting! and! Balance!
R&D.! ! The! 2012! version! has! been! used! for! this! investigation.! ! A! peak! flow! rational!
method!calibration!has!also!been!carried!out.!
Modelling! has! been! carried! out! for! the! 2,! 5,! 10,! 20,! 50! and! 100! year! ARI! storm!
events.!!The!following!scenarios!have!been!investigated:!
1. Existing!Scenario!!
2. Developed!Scenario!–!conventional!roof!(100!%!impervious)!
3. Mitigated!Scenario!
A! conventional! impervious! roof! type! was! modelled! in! order! to! conservatively!
quantify! the! likely! impact! the! ‘green’! roof! may! have! on! peak! flow! generated! from!
the!site.!!It!is!recognized!that!while!the!roof!will!be!covered!with!up!to!200!mm!of!
planted!media!it!will!not!act!entirely!as!a!catchment!with!0%!impervious!fraction.!!In!
reality,! the! peak! flows! generated! from! the! green! roof! will! likely! fall! between! a!
partially!impervious!catchment!and!a!fully!impervious!catchment.!!!
3.1 Site!Drainage!and!Catchment!Definition!
The! site! is! relatively! steep! with! runoff! flowing! in! a! north! easterly! direction!
predominately!as!sheet!flow!with!limited!channel!delineation.!As!noted!above!there!
is! an! external! catchment! to! the! west,! consisting! of! two! existing! residential!
allotments!on!McAnally!Drive,!which!currently!drains!through!the!site.!!!
There!is!an!existing!gully!and!drainage!line!located!to!the!north!of!the!site!boundary!
which!conveys!stormwater!from!the!outlet!at!the!turnaround!on!McAnally!Drive,!the!
national! park! and! likely! receives! flow! from! the! subject! site.! ! The! drainage! line!
appears!to!cross!the!site!at!the!northeastern!corner.!!
For!the!purposes!of!this!investigation!it!is!assumed!that!all!site!runoff!flows!across!
the! northern! boundary! and! for! calculation! of! nonZworsening! peak! flows! will! be!
measured!at!the!outlet!of!the!site!subZcatchment!at!the!boundary.!
SubZcatchments! delineated! for! the! WBNM! model! have! been! based! on! detailed!
survey!and!existing!contour!details!provided!for!the!site.!!The!WBNM!subZcatchment!
layout!is!shown!in!Figure!6.!!The!WBNM!model!has!been!split!into!4!subZcatchments!
in! order! to! represent! the! site.! The! external! catchment! to! the! west! of! the! site! has!
been!included!in!the!model!as!runoff!from!the!area!would!be!directed!through!the!
site!but!not!flow!into!the!proposed!developed!area.!A!small!portion!of!the!site!at!the!
north!western!corner,!which!is!proposed!not!to!be!developed,!flows!off!site!to!the!
north!and!has!not!been!included!in!modelling.!
! ! ! 14!
Page 21
!
3.2 Existing!Scenario!
SubZcatchment! fraction! impervious! values! have! been! calculated! based! on! aerial!
imagery! data.! ! The! existing! scenario! subZcatchment! areas! and! fraction! impervious!
values!for!each!subZcatchment!are!tabulated!below!in!Table!7.!
!
Table!7:!!WBNM!SubbCatchment!Fraction!Impervious!Values!–!Existing!Scenario!
Existing!Scenario!!
WBNM!SubbCatchment! Area!(m2)!
Impervious!(%)!
External! 2856! 75!
C1! 2265! 0!
C2! 3490! 0!
C3! 3173! 0!
TOTAL! 11784! !
!
The!WBNM!model!has!been!calibrated!to!Rational!Method!derived!peak!flows!at!the!
catchment!outlet.!!Details!of!the!Rational!Method!calibration!are!provided!in!Section!
3.3.!
The! WBNM! model! has! been! calibrated! by! adjusting! the! WBNM! catchment! lag!
parameter.!!The!value!of!the!catchment!lag!parameter!adopted!for!the!investigation!
is!1.49,!which!is!within!the!accepted!range!of!values!provided!in!the!WBNM!technical!
reference!manual.!The!rainfall!loss!rates!adopted!for!this!investigation!are!initial!and!
continuing!losses!of!0!mm!and!2.5!mm!for!pervious!areas,!and!0!mm!and!0!mm!for!
impervious!areas,!respectively.!
WBNM!modelling!has!been!carried!out!for!the!range!of!standard!design!ARI!events!
ranging!from!2!year!up!to!100!years.!!Modelling!has!also!been!carried!out!for!the!full!
range! of! standard! design! event! storm! durations! ranging! from! 15! minutes! up! to! 3!
hours.!!Peak!flows!tabulated!in!this!report!represent!the!peak!values!extracted!from!
this!range!of!storm!events.!!
Table!8:!!Existing!Scenario!WBNM!Outlet!Peak!Flows!
2yr!ARI! 5yr!ARI! 10yr!ARI! 20yr!ARI! 50yr!ARI! 100yr!ARI!
Catchment! (m3/s)!
(m3/s)! (m3/s)! (m3/s)! (m3/s)! (m3/s)!
External! 0.124! 0.153! 0.17! 0.193! 0.201! 0.222!
C1! 0.188! 0.24! 0.27! 0.311! 0.329! 0.365!
C2! 0.111! 0.147! 0.167! 0.195! 0.208! 0.233!
C3! 0.102! 0.135! 0.154! 0.18! 0.191! 0.214!
Outlet! 0.298! 0.387! 0.437! 0.506! 0.536! 0.598!
!
! ! ! 15!
Page 22
!
3.3 Rational!Method!Calibration!
The! existing! scenario! WBNM! model! has! been! calibrated! to! the! Rational! Method!
derived!peak!flows!at!the!outlet!of!the!catchment!draining!to!northern!boundary!of!
the!site!(WBNM!catchment!node!‘Outlet’).!!The!adopted!calibration!parameters!are!
detailed!in!the!Section!3.1.!
A!summary!of!the!Rational!Method!calculation!input!parameters!is!provided!below!
in!Table!9!and!additional!details!of!the!Rational!Method!calculation!are!provided!in!
Appendix!2!of!this!report.!
Table!9:!Rational!Method!Calibration!Summary!(Total!Catchment)!
Parameter! Value!
Time!of!Concentration!(tc)! 6!min!
Catchment!Area! 1.1784!ha!
C10!Value! 0.48!
100!year!Rainfall!Intensity! 302.7!mm/hr!
!
A! comparison! of! peak! Rational! Method! flow! rates! compared! with! peak! WBNM!
model!flow!rates!are!provided!in!Table!10!below.!
Table!10:!Rational!Method!Peak!Flows!Versus!WBNM!Peak!Flows!!
2yr!ARI! 5yr!ARI! 10yr!ARI! 20yr!ARI! 50yr!ARI! 100yr!ARI!
Catchment! (m3/s)!
(m3/s)! (m3/s)! (m3/s)! (m3/s)! (m3/s)!
Rational! 0.24! 0.3! 0.33! 0.42! 0.54! 0.62!
WBNM! 0.298! 0.387! 0.437! 0.506! 0.536! 0.598!
%!Difference! 19%! 22%! 24%! 17%! Z1%! Z4%!
!
The!above!results!show!that!a!reasonable!peak!flow!calibration!has!been!achieved,!
particularly!for!the!larger!events!of!the!WBNM!model!when!compared!to!a!Rational!
Method! calculation.! ! The! WBNM! model! estimates! slightly! lower! peak! flows! in! the!
smaller! events,! however,! this! would! be! considered! acceptable! in! assessing! nonZ
worsening!of!flows.!
3.4 Developed!Scenario!
The! proposed! development! has! been! incorporated! into! the! WBNM! model! by!
adjusting! the! site! subZcatchments! and! the! fraction! impervious! values.! ! Fraction!
impervious! values! of! the! existing! and! proposed! scenarios! are! provided! in! Table! 11!
below.!!The!modelled!development!case!adopts!conventional!impervious!fractions!as!
a! conservative! estimate.! The! developed! scenario! WBNM! model! layout! is! shown! in!
Figure!6!of!this!report.!!!It!is!noted!that!the!catchment!area!reporting!to!C1!outlet!is!
significantly!reduced!by!the!proposed!development!(Existing!=!2265!m2;!Developed!=!
1550!m2).!!The!supplied!hydraulic!design!from!FLOTH!(Appendix!1)!is!based!on!the!
capture! of! all! runoff! up! to! and! including! a! 100yr! ARI! event! within! the! internal!
stormwater!collection!network.!!This!network!is!outlet!to!the!south!eastern!corner!of!
the!site!and!flows!to!Outlet!C2.!!Therefore,!it!is!expected!that!the!peak!flows!from!
! ! ! 16!
Page 23
!
this!catchment!will!be!significantly!reduced!in!events!up!to!and!including!the!100!yr!
ARI! event.! ! As! such,! no! further! consideration! of! the! developed! impacts! in! this!
catchment!are!reported!in!this!plan!and!all!previous!requirements!for!detention!in!
this!catchment!are!deleted.!
!
Table!11:!!WBNM!SubbCatchment!Fraction!Impervious!Values!–!Developed!Scenario!
Developed!
Scenario!b! Existing!Scenario!
WBNM!SubbCatchment! Area!(ha)!
Conventional! Impervious!(%)!
Impervious!(%)!
External! 0.286! 75! 75!
D1c! 0.155! 0! 0!
D1a_Driveway! 0.026! 100! 0!
OPW_Green_Roof! 0.067! 100! 0!
OPW_Lower_A! 0.024! 0! 0!
OPW_Lower_B! 0.057! 48! 0!
OPW_Roof! 0.022! 100! 0!
C3! 0.317! 0! 0!
Total! 1.175! ! !
!
Peak! flows! tabulated! in! this! report! represent! the! peak! values! extracted! from! the!
modelled!range!of!storm!events.!!
Table!12:!!Developed!Scenario!WBNM!Outlet!Peak!Flows!–!Outlet!2!
Developed!
Existing!Peak! Conventional! Change!in!Peak! %!increase!in!
!! Flow!(m3/s)! Peak!Flow! Flow!(m3/s)! Peak!Flow!
(m3/s)!
2!year! 0.11! 0.13! 0.02! 14%!
5!year! 0.15! 0.16! 0.02! 12%!
10!year! 0.17! 0.19! 0.02! 11%!
20!year! 0.20! 0.21! 0.02! 9%!
50!year! 0.21! 0.23! 0.02! 8%!
100!year! 0.23! 0.25! 0.02! 8%!
!
It!can!be!seen!that!the!peak!flows!have!increased!at!the!outlet!of!Catchment!2!(C2).!!
This!is!a!result!of!the!realignment!of!catchment!boundaries!with!most!of!the!flows!
directed!through!Catchment!2.!!Hence,!for!Catchment!1!mitigation!is!not!required.!!
Mitigation!within!Catchment!2!will!be!required!due!to!worsening!of!flows.!!In!order!
to!achieve!a!conservative!outcome!and!recognizing!that!the!‘green’!roof!will!not!act!
entirely! as! a! catchment! with! a! 0%! impervious! fraction! sizing! of! detention!
infrastructure! was! undertaken! based! on! the! developed! scenarios! with! the!
conventional!roof!structure.!
! ! ! 17!
[OCR of page images]
tt
a
aqua
this catchment will be significantly reduced in events up to and including the 100 yr
ARI event. As such, no further consideration of the developed impacts in this
catchment are reported in this plan and all previous requirements for detention in
this catchment are deleted.
Table 11: WBNM Sub-Catchment Fraction Impervious Values — Developed Scenario
Developed
WBNM Sub-Catchment Area (ha) Consational ms serious ()
Impervious (%)
External 0.286 a5 75
Dic 0.155 0 0
D1a_Driveway 0.026 100 0
OPW_Green_Roof 0.067 100 0
OPW_Lower_A 0.024 0 0
OPW_Lower_B 0.057 48 0
OPW_Roof 0.022 100 )
C3 0.317 0 0
Total 1.175
Peak flows tabulated in this report represent the peak values extracted from the
modelled range of storm events.
Table 12: Developed Scenario WBNM Outlet Peak Flows — Outlet 2
Developed
Existing Peak Conventional Change in Peak % increase in
Flow (m?/s) Peak Flow Flow (m?/s) Peak Flow
(m?/s)
2 year 0.11 0.13 0.02 14%
5 year 0.15 0.16 0.02 12%
10 year 0.17 0.19 0.02 11%
20 year 0.20 0.21 0.02 9%
50 year 0.21 0.23 0.02 8%
100 year 0.23 0.25 0.02 8%
It can be seen that the peak flows have increased at the outlet of Catchment 2 (C2).
This is a result of the realignment of catchment boundaries with most of the flows
directed through Catchment 2. Hence, for Catchment 1 mitigation is not required.
Mitigation within Catchment 2 will be required due to worsening of flows. In order
to achieve a conservative outcome and recognizing that the ‘green’ roof will not act
entirely as a catchment with a 0% impervious fraction sizing of detention
infrastructure was undertaken based on the developed scenarios with the
conventional roof structure.
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3.5 Mitigated!Scenario!
When!comparing!the!peak!flows!in!the!existing!and!developed!scenarios,!increases!
in!the!peak!discharge!occur!at!the!catchment!outlets.!!As!a!result!a!detention!system!
will! be! required! in! order! to! prevent! worsening! of! peak! flows! from! the! site.!!
Detention!tank!locations!and!associated!catchments!are!detailed!in!Figure!6.!!
The! mitigated! case! model! includes! the! proposed! detention! volume! within! the!
Stormwater!Tank!specified!by!FLOTH!(Appendix!1).!!FLOTH!propose!that!a!90!KL!tank!
be!installed!of!which!the!effective!volume!to!be!used!for!site!reuse!is!to!be!only!60!
kL.!!Therefore,!the!additional!30!kL!has!been!modelled!as!available!detention!volume!
with! the! outlets! as! specified! by! FLOTH! (Appendix! 1).! ! The! Rainwater! Tank! will! not!
serve!as!a!detention!storage!and!thus!has!not!been!included!in!hydrologic!modelling.!!
Both!tanks/catchments!are!directed!to!the!proposed!detention!storage!basin.!
All! modelling! parameters! remain! consistent! between! the! developed! and! mitigated!
scenarios,! with! the! addition! of! a! detention! system! elements! proposed.! ! The!
detention!storage!details!included!within!the!model!are!provided!in!Table!13.!
Table!13:!!Storage!and!Outlet!Details!of!Detention!System!
Peak!100!yr!
Storage! Storage!
Catchment! Outlet!Dimensions! Water!Depth!
Volume!(m3)! Height!(m)!
(m)!
SW!Tank!
2!x!225mm!at!the!base!of!the!
(FLOTH! 30! 0.8! 0.233!
tank!
Design)!
1x100mm!at!the!base!of!the!
Detention! tank!(incorporated!as!the!
52! 2.6! 2.62!
Basin! overflow!from!the!
bioretention!basin)!
!
A! comparison! of! the! peak! flows! between! the! existing,! developed! and! mitigated!
scenarios! are! presented! below! in! Table! 14.! It! can! be! seen! that! nonZworsening! of!
peak!flows!are!achieved!at!each!outlet!to!the!site.!!
Table! 14:! ! Comparison! of! Existing,! Developed! and! Mitigated! WBNM! Outlet! Peak! Flows! –!
Outlet!2!
Existing!Peak! Developed!Peak! Mitigated!Peak! Change!in!Peak!
! Flow!(m3/s)! Flow!(m3/s)! Flow!(m3/s)! Flow!(m3/s)!
2!year! 0.11! 0.15! 0.11! 0.00!
5!year! 0.15! 0.19! 0.14! Z0.01!
10!year! 0.17! 0.22! 0.15! Z0.02!
20!year! 0.20! 0.25! 0.18! Z0.02!
50!year! 0.21! 0.26! 0.19! Z0.02!
100!year! 0.23! 0.27! 0.22! Z0.01!
This!tables!shows!that!the!MCU!condition!28a!is!met!with!no!increase!in!volumes!of!
stormwater!discharging!to!the!existing!outlet.!!!
! !
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LEGEND) Data)Source)Notes:) Project:))!71!Seaview!Terrace!Stormwater!Management!Plan!
! Proposed!development!layout!provided!by!TOD!
Consul>ng!for!use!in!this!inves>ga>on.! !
!Exis>ng!Catchment! ! !Drainage!line! Hydraulic!design!provided!by!FLOTH!for!use!in!this! !
!! inves>ga>on! )))))))))Figure)6))Deten1on)Strategy)
!Developed!Catchment ! !Deten>on!area! ! !
! !! Date:)29/01/15!
!Sheet!flow ! ! !Overflow! Drawn)by:)KM!
[OCR of page images]
LEGEND
Existing Catchment
| Developed Catchment
——-> Sheet flow
—> Drainage line
im Detention area
—S> Overflow
Data Source Notes:
Proposed development layout provided by TOD
Consulting for use in this investigation.
Hydraulic design provided by FLOTH for use in this
investigation
Project: 71 Seaview Terrace Stormwater Management Plan
Figure 6 Detention Strategy
Date: 29/01/15
Drawn by: KM
And
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4 Detailed!Design!Documentation!
Detailed!design!documentation!has!been!by!TOD!Consulting!Engineers.!The!detailed!
design!documentation!for!the!bioretention!systems!has!be!prepared!in!accordance!
with! the! “Bioretention! Technical! Design! Guidelines! –! Version! 1”! (WaterbyDesign,!
October!2012).!!!
!
Outlet! pipework! from! the! bioretention/detention! basin! is! to! be! piped! below! RL26!
and! outlet! via! a! spreader.! ! Calculation! of! level! spread! length! has! been! undertaken!
using! the! International! Erosion! Control! Association! Guidelines! and! are! as! follow! in!
Table!15.!!
!
Table!15:!!Level!Spreader!Calculations!
!! Value! Reference!
100!yr!ARI!Peak!Flow!(m3/s)! 0.22!
!
Table!1!–!IESA!Level!Spreader!Fact!Sheet!
Max!Allowable!Discharge!Velocity!(m/s)! 0.9!
Poor!Soils;!>20%!grade!
Table!2!–!IESA!Level!Spreader!Fact!Sheet!
Sill!Length!(m!per!m3/s)! 19.4!
25%!grade!
Minimum!Calculated!Sill!Length!(m)! 4.3!
!
!
! !
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!
5 Bioretention!Maintenance!Manual!
The!owner!(or!tenant)!of!the!site!will!be!the!asset!custodian!and!be!responsible!for!
maintenance!of!the!bioretention!system.!!The!asset!custodian!will!need!to!undertake!
onZgoing! maintenance! of! the! water! quality! devices.! ! Maintenance! for! the!
bioretention!basins!may!involve!the!following:!
1. Scheduled!inspections;!
2. Removal!of!noxious!plants!or!weeds;!
3. Maintaining!the!desired!vegetation;!!
4. Repairing!erosion;!
5. Unblocking!inlets!and!outlets;!
6. Removing!litter!and!debris;!
7. Managing!algal!or!moss!growth;!and!
8. Maintaining!the!permeability!of!the!filtration!media.!
To! assist! the! owner! (or! tenant)! with! the! onZgoing! maintenance! of! the! stormwater!
quality!devices!being!installed!onZsite,!a!Bioretention!Maintenance!Manual!has!been!
developed!and!is!provided!in!Appendix!4.!
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5 Bioretention Maintenance Manual
The owner (or tenant) of the site will be the asset custodian and be responsible for
maintenance of the bioretention system. The asset custodian will need to undertake
on-going maintenance of the water quality devices. Maintenance for the
bioretention basins may involve the following:
1.
Now FWD
8.
Scheduled inspections;
Removal of noxious plants or weeds;
Maintaining the desired vegetation;
Repairing erosion;
Unblocking inlets and outlets;
Removing litter and debris;
Managing algal or moss growth; and
Maintaining the permeability of the filtration media.
To assist the owner (or tenant) with the on-going maintenance of the stormwater
quality devices being installed on-site, a Bioretention Maintenance Manual has been
developed and is provided in Appendix 4.
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!
6 Water!Quality!Monitoring!
6.1 Construction!
The! management! of! the! site! during! the! construction! phase! is! an! important! step! in!
ensuring! water! quality! standards! are! achieved.! ! Implementation! of! best! practice!
Erosion! and! Sediment! Control! techniques! is! imperative! to! managing! the! quality! of!
runoff!affected!by!construction!works.!!!
The! following! points! provide! general! guidance! on! the! management! of! stormwater!
during!the!construction!phase.!!Detailed!Erosion!and!Sediment!Control!Management!
Plans!should!be!provided!during!the!operation!works!application!stage!in!accordance!
with!Council’s!Maroon!Manual!Z!“Manual!for!Erosion!and!Sediment!Control”.!
1. Establish!a!single!stabilised!entry/exit!point!for!the!site!works;!!
2. Construct! a! shakedown! grid! at! the! entrance! to! facilitate! the! removal! of!
sediment! from! trucks! leaving! the! site.! The! access! road! extending! from! the!
end!of!existing!road!or!kerb!to!the!grid!should!comprise!a!150Z200!mm!deep!
pad!of!40!mm!crushed!rock;!!
3. Install!sediment!fences!along!the!lower!boundaries!of!the!site;!
4. Install!bins!and/or!windZproof!litter!areas!onZsite!to!minimise!the!dispersion!
of!gross!pollutants;!!
5. Maintain! on! site! spare! materials! necessary! for! the! emergency! repair! of! all!
erosion! control! devices.! This! includes! silt! fences,! clean! crushed! rock! for!
reapplication! to! the! entrance! road! and! for! replacement! of! rock! within!
temporary!drainage!channels;!!
6. Following! each! day’s! construction! works,! ensure! that! any! material! on! road!
surfaces!is!swept!from!the!road,!and!not!permitted!to!be!washed!down!the!
gutters!and!piped!drainage!systems.!
7. Final! establishment! of! any! bioretention! basin! should! not! occur! until! full!
stabilisation! of! the! upstream! catchment! has! occurred;! preferably! these!
should! be! temporarily! turfed! during! the! maintenance! period! while! dwelling!
construction!is!occurring.!
!
It!shall!be!the!responsibility!of!the!developer,!through!their!principal!contractor,!to!
ensure!that!temporary!sediment!and!erosion!controls!are!installed!and!maintained!
correctly.!!
6.2 Operational!
Water! quality! monitoring! of! the! bioretention! system! is! not! proposed! for! the!
operational! phase.! ! The! “Maintaining! Vegetated! Asset”! guideline! highlights! that!
water! quality! monitoring! is! not! recommended! to! determine! the! performance! of!
every! vegetated! stormwater! asset,! as! it! is! a! specialized! field! that! is! complex! and!
costly.!!In!line!with!this!guideline!the!on!going!monitoring!of!water!quality!from!this!
device!is!not!considered!necessary!considering!the!small!size!of!the!development.!
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Page 29
!
7 Conclusions!
It! can! be! seen! from! the! results! presented! in! Table! 6! that! the! treatment! train!
proposed! for! the! development! achieves! the! performance! criteria! set! by! the! NSC.!!
Annual! Load! Reductions! of! Total! Suspended! Solids! (TSS),! Total! Nitrogen! (TN)! and!
Gross!Pollutants!(GP)!have!been!met.!!
A!detention!system!consisting!of!a!Stormwater!Tank!and!a!detention!basin!tanks!is!
proposed!on!the!site!in!order!to!achieve!Council’s!nonZworsening!criteria.!Table!14!
provides!a!comparison!of!the!peak!existing,!developed!and!mitigated!flows.!!It!can!
be!seen!that!whilst!peaks!flows!increase!under!the!developed!scenario!in!Catchment!
2,!the!modelled!detention!tank!and!basin!ensure!nonZworsening!is!achieved.!!
This! plan! demonstrates! that! effective! treatment! of! stormwater! generated! by! the!
proposed!development!can!be!achieved!through!the!integration!of!Water!Sensitive!
Urban!Design!(WSUD)!principles.!!Through!the!incorporation!of!bioretention!gardens!
and!detention!system,!the!plan!successfully!demonstrates:!
• Compliance!with!the!requirements!of!NSC’s!Water!Quality!Objectives;!
• Ecological!sustainability!in!terms!of!the!development’s!impact!upon!receiving!
waters;!and!
• Compliance!with!NSC!nonZworsening!of!peak!flows!in!the!2,!5,!10,!20,!50!and!
100!year!ARI!storm!events!(Development!Condition!28a)!
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8 References!
!
!
1. WaterbyDesign!(2012),!“Maintaining!Vegetated!Assets”.!
!
2. WaterbyDesign!(2012),!“Bioretention!Technical!Design!Guidelines”.!
!
3. WaterbyDesign!(2010),!“MUSIC!Modelling!Guidelines”.!
!
4. Sunshine!Coast!Council!(2008),!“Manual!for!Erosion!and!Sediment!Control!–!
Maroon!Manual”.!
!
5. Sunshine! Coast! Council! (2006),! “Planning! Scheme! Policy! No! 6! –! Operational!
works!(section!7)”.!
!
6. Healthy! Waterways! (June! 2006),! “Water! Sensitive! Urban! Design! Technical!
Design!Guidelines!for!South!East!Queensland”.!
!
7. Queensland! Government! –! Natural! Resources! and! Water! (2007),!
“Queensland!Urban!Drainage!Manual!–!Volume!1!2nd!Edition”.!
!
!
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!
!
!
!
!
!
!
!
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!
!
!
!
!
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!
!
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References
WaterbyDesign (2012), “Maintaining Vegetated Assets”.
WaterbyDesign (2012), “Bioretention Technical Design Guidelines”.
WaterbyDesign (2010), “MUSIC Modelling Guidelines”.
Sunshine Coast Council (2008), “Manual for Erosion and Sediment Control —
Maroon Manual”.
Sunshine Coast Council (2006), “Planning Scheme Policy No 6 — Operational
works (section 7)”.
Healthy Waterways (June 2006), “Water Sensitive Urban Design Technical
Design Guidelines for South East Queensland”.
Queensland Government -— Natural Resources and Water (2007),
“Queensland Urban Drainage Manual — Volume 1 2" Edition”.
24
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! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! Appendix!1:!OPW!Drawings!and!FLOTH!Design!Drawings! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! 25! [OCR of page images] 7 aquaintel Appendix 1: OPW Drawings and FLOTH Design Drawings 25 ntelligent Water Management Solutions
Page 32
71 SEAVIEW TERRACE SUNSHINE BEACH GENERAL NOTES 1 2. 3. 4. 5. 6. 7 THESE DRAWINGS ARE TO BE READ IN CONJUNCTION WITH: NOEL ROBINSON ARCHITECT'S DRAWINGS AND THE SPECIFICATION. JAMES BIRRELL LANDSCAPE ARCHITECT'S DRAWINGS AND SPECIFICATION. FLOTH HYDRAULIC DRAWINGS; AQUAINTEL STORMWATER MANAGEMENT PLAN; GEOTECHNICAL REPORT: MORRISON GEOTECHNIC REPORT No. DE14/231; DATED OCTOBER 2014. SITE SURVEY: SUPPLIED BY DAVID LAU AND BENNETT AND BENNETT. ANY DISCREPANCY TO BE REFERRED TO THE ARCHITECT/SUPERINTENDENT IN WRITING SET OUT TO BE DONE BY SURVEY USING DIGITAL FILE OF THE ARCHITECTS DRAWINGS IN CONJUNCTION WITH NECESSARY CRITICAL ON-SITE DIMENSIONS AND CLEARANCES. CONSTRUCTION SHALL BE SET OUT USING DIMENSIONS FROM ARCHITECT'S DRAWINGS. ALL LEVELS AND SETOUT POINTS SHALL BE CONFIRMED ON SITE BY REGISTERED SURVEYOR PRIOR TO CONSTRUCTION. ADVISE ANY DISCREPANCY BEFORE PROCEEDING. DIMENSIONS SHALL NOT BE OBTAINED BY SCALING THE STRUCTURAL DRAWINGS. THE FOUNDATION MATERIAL TO BE CHECKED BY GEOTECHNICAL ENGINEER BEFORE THE POURING OF THE FOUNDATIONS IS COMMENCED. THE FOUNDATION MATERIAL MUST BE CAPABLE OF WITHSTANDING A BEARING PRESSURE OF NOT LESS THAN 200kPa. SLIP RATING 1. SLIP RATING ON ANY ACCESSIBLE HORIZONTAL SURFACES TO BE V TO AS 4586 1. ALL PEDESTRIAN/CYCLIST TRAFFICABLE SURFACES SHALL BE FINISHED WITH NON-SLIP SURFACES OR, COATINGS: ANY CONFLICT WITH THE JOB SPECIFICATION SHALL BE PASSED TO THE SUPERINTENDENT FOR RESOLUTION: PROVIDE SUITABLE FRICTION TO ENABLE A PERSON TO SAFELY TRAVERSE THE SURFACE IN WET CONDITIONS. THE SUPERINTENDENT MAY REFER TO AS/NZS 4586 AND HB197 FOR GUIDANCE. 2. WHERE EXPOSED AGGREGATE FINISHES ARE SPECIFIED, CONCRETE SHALL BE BATCHED WITH ANGULAR AGGREGATE ANY CONFLICT WITH THE JOB SPECIFICATION SHALL BE PASSED TO THE SUPERINTENDENT FOR RESOLUTION ROUND AGGREGATES ARE A SLIP HAZARD AND DANGEROUS TO PEDESTRIANS AND CYCLISTS TEMPORARY WORKS 1. THE CONTRACTOR IS RESPONSIBLE FOR THE DESIGN CERTIFICATION AND APPROVALS OF ALL STRUTTINGS, PROPPING, TIE BACKS, EXCAVATION SHORING, PROTECTION WORKS, CONTIGUOUS PILING, ETC. NECESSARY TO CARRY OUT THE WORKS 2. ALL TEMPORARY WORKS SHALL BE DESIGNED BY AN RPEQ STRICTLY IN ACCORDANCE WITH THE RELEVANT STANDARDS AND LOCAL BY-LAWS TO WITHSTAND ALL EXPECTED AND SPECIFIED LOADINGS AS SET OUT IN THE CODES. SITE LOCATION LOCALITY PLAN NOT TO SCALE 9. THE CONTRACTOR SHALL PROVIDE A COMPLETE MAINTENANCE SCHEDULE AND WARRANTIES FOR THE 3 TORS PRN OURS CARE TOPCO Terese CLOSE PROXIMITY OF ADJACENT BUILDINGS AND THE NEED PLAN INDEX PROJECT INCLUDING BUT NOT LIMITED TO:- ° DWG No DESCRIPTION 4. THE CONTRACTOR MUST PROVIDE A FULL AND COMPREHENSIVE WORK SCHEDULE, CONSTRUCTION SITE : 14517-N1 GENERAL NOTES SHEET 1 SURFACE TREATMENT OF CONCRETE PLAN, INCLUDING ALL MEANS OF ACCESS, TEMPORARY DRAINAGE, PROTECTIVE FENCING, BARRIERS, TAS NE GENERAL NOTES SHEET? FLEXIBLE SEALANTS BOARDINGS, AND SIGNAGE. - ’ 14517-N3 GENERAL NOTES SHEET 3 TIMBER PRESERVATIVES 5. THE CONTRACTOR MUST PROVIDE A FULL SAFETY PLAN, INCLUDING EMERGENCY AND PROCEDURES. 44517-OP22 EARTHWORKS PLANS STAGE 1 AND STAGE 2 PAINTED GALVANISED STEEL 6. ITIS PROHIBITED TO ALLOW ANY MATERIALS, RUBBISH, SOILS, WASTE, CHEMICALS, ETC. TO FALL ONTO THE 14517-OP23 EARTHWORKS PLAN STAGE 3 ALUMINIUM BEACH TIDAL ZONE OR SEAWATER. ANY EXCESS SOILS, SEDIMENT, CONSTRUCTION RUBBISH ETC. ON SITE 14517-OP24 EARTHWORKS PLAN STAGE 4 MUST BE SUITABLY CONTAINED, TO AVOID IT BENG ACCIDENTLY WASHED OR BLOWN ONTO THE BEACH, OR 14517-OP25 EARTHWORKS PLAN STAGE 5 SURFACE SEALANTS OF STONEWORK AND GROUT INTO THE NATURAL VEGETATION ON THE LOWER PART OF THE SITE AND NATIONAL PARK. 14517-OP26 EARTHWORKS PLAN STAGE 6 PROPRIETARY MORTARS AND GROUTS SERVICES RELOCATION 14517-OP27 EARTHWORKS PLAN STAGE 7 10. THE SET OUT OF STRUCTURAL MEMBERS SHALL BE ENTIRELY DEPENDENT ON THE ACCURATE PLACEMENT OF 1. THE CONTRACTOR SHALL LOCATE AND IDENTIFY ALL INGROUND SERVICES AND CO-ORDINATE WITH THE were DRIVEWAY AND OVERLAND row rat DETAILS THE PILES, WHICH MUST DETERMINE THE CENTRE LINE OF THE BEAMS OVER. PILES MUST BE PLACED WITHIN RELEVANT UTILITY AUTHORITY IF AND WHERE THEY NEED TO BE RELOCATED ANDIOR ESPECIALLY - 100mm OF THEIR DESIGNATED LOCATION. THE CONTRACTOR MUST CARRY OUT A SURVEY OF THE AS PROTECTED DURING CONSTRUCTION, METHODS OF RELOCATION AND/OR PROTECTION MEASURES SHALL BE 14517-OP30 CONSTRUCTION DETAILS CONSTRUCTED PILES AND ONLY THEN PROCEED WITH CONSTRUCTION STRUCTURAL MEMBERS APPROVED BY THE RELEVANT 14517-OP31 STORMWATER BASIN AND DISCHARGE 141. THE CONTRACTOR SHALL PROVIDE A FULL SET OF AS-CONSTRUCTED DRAWINGS OF THE PROJECT, INCLUDING UTILITY AUTHORITY PRIOR TO COMMENCEMENT OF THE WORKS. 14517-OP32 STORMWATER BASIN DETAILS ALL PILE LOCATIONS, DEPTHS, LOCATION AND LENGTH OF TIE BACK ANCHORS, GROUND BEAMS, AND 14517-OP33 EROSION AND SEDIMENT CONTROL CONCRETE WALLS ETC DILAPIDATION REPORT 14517-P1 PILING PLAN AND DETAILS 12. ALL WORKS ARE TO BE CARRIED OUT IN ACCORDANCE WITH THE APPROVED ENVIRONMENTAL MANAGEMENT 1. THE CONTRACTOR SHALL CARRY OUT A DETAILED DILAPIDATION ( EXISTING CONDITION ) REPORT ON THE 14517-P2 PILING DETAILS PLAN. (EMP ) ADJACENT LOTS 5 AND 6 TO THE WEST, AND LOT 2 ON THE SOUTH BOUNDARY, COVERING ALL BUILDINGS, 14517-S1 POOL PLANT LEVEL STRUCTURES, FENCES, POOLS, PATHS AND SLABS ETC. IN CONSULTATION WITH TOD CONSULTING 14517-S2 POOL PLANT LEVEL DETAILS SHEET 1 DESIGN LOADING CRITERIA ENGINEERS. SUBMIT 3 COPIES OF THE REPORT TO THE SUPERINTENDENT PRIOR TO COMMENCEMENT OF ANY 14517-S3 POOL PLANT LEVEL DETAILS SHEET 2 1, STRUCTURE IMPORTANCE LEVEL: 2, (PER BUILDING CODE OF AUSTRALIA T B1.2a) TEMPORARY WORKS, GROUTING OR PILING OPERATIONS.US 4517-84 POOL DECK AND BASEMENT LEVEL 2. THE STRUCTURES HAVE BEEN DESIGNED TO CARRY THE FOLLOWING LIVE LOADS: PRODUCTS: 14517-S5_[ POOL DECK AND BASEMENT LEVEL BTM REINFORCEMENT , . 14517-86_| POOL DECK AND BASEMENT LEVEL TOP REINFORCEMENT 2.0 kPa GENERALLY; AS “SELF-CONTAINED DWELLING’ PER AS1170.1 1 PRODUCT TRADE NAMES HAVE BEEN USED TO ESTABLISH A QUALITY REQUIREMENT. OBTAIN WRITTEN 1451757 POOL DECK AND BASEMENT LEVEL DETAILS SHEET 1 2.0 kPa SOLAR PANEL ROOF DECK -" ROOFS USED FOR FLOOR TYPE ACTIVITIES” 14517-S8 POOL DECK AND BASEMENT LEVEL DETAILS SHEET 2 2. PRODUCTS TABLE OR PLANT ROOMS 14517-S9 MAIN STAIR AND LIFT DETAILS 5 kPa Fi ITEM NAME PRODUCT [SPECIFIC INSTRUCTIONS 14517-S10 LEVEL 4 SLAB AND DETALS 5 kPa (OR 13 KN CONCENTRATED) RAMPS, DRIVEWAYS, DECKS WHICH CAN POSSIBLY BE ACCESSED BY EPOXYING OF BOLTS AND |HILTIHIT-RE 500 HOLES SHALL BE DRY AND BLOWNNACCUMED 14517511 LEVEL 4 SLAB BTM REINFORCEMENT PLAN LIGHT VEHICLES. REINFORCEMENT BARS: CLEAN PRIOR TO INSTALLING EPOXY 1457-812 LEVEL 1 SLAB TOP REINFORCEMENT PLAN 10 kPa (OR 31 KN CONCENTRATED) MAIN DRIVEWAY. 14517-813 LEVEL 1 SLAB DETAILS SHEET 1 “4 . INON-SHRINK GROUT PARCHEM “CONBEXTRA GP” OR SIKAGROUT 100|SUITABLE FOR 10mm-100mm THICKNESS. 44517-8514 LEVEL 1 SLAB DETAILS SHEET 2 REFER TO STRUCTURAL SECTIONS FOR MAX PERMITTED SOIL DEPTH OF “GREEN ROOFS’ BONDING AGENT FOR EPIREZ 133 GENERAL PURPOSE EPOXY REFER CONCRETE NOTES owe SL SE Etre CONSTRUCTION LOADS AS CALCULATED AND NOTED ON THE DRAWINGS CONCRETE POUR JOINTS 14517-S16 LEVEL 2 SLAB AND DETAILS: 3. RETAINING STRUCTURES: AS PER SOIL INVESTIGATION RECOMMENDATIONS. MINIMUM LATERAL SOIL WHERE NO PRODUCT IS SHOWN ON THE DRAWINGS, THESE PRODUCTS SHALL BE USED 14517-S17 LEVEL 2 SLAB BTM REINFORCEMENT PLAN PRESSURE CALCULATED USING. EXECUTED IN ACCORDANCE WITH THE CURRENT EDITION OF AS 4100 - SAA STEEL : 14517-S18 LEVEL 2 SLAB TOP REINFORCEMENT PLAN HORIZONTAL BACKFILL Ko = 0.5 14517-S19 LEVEL 2 SLAB DETAILS SHEET 1 SLOPE BACKFILL Ko = 0.75 14517-S20 LEVEL 2 SLAB DETAILS SHEET 2 5 14517-S21 LEVEL 2 SLAB DETAILS SHEET 3 SOIL DENSITY 18 kN/m 14517-S22 LEVEL 2 SLAB DETAILS SHEET 4 INCLUDE HORIZONTAL FORCES FROM LIVE LOAD SURCHARGE x Ka. 14517-S23 WINDOW STRUCTURAL DETAILS 4. EARTHQUAKE DESIGN CATEGORY (AS1170.4 TABLE 2.1): 2; PROBABILITY FACTOR (kp):1; HAZARD FACTOR (z) TELECOMMUNICATIONS ENERGY SERVICE PROVIDERS 14517-S24 ROOF SLAB PLAN AND DETAILS 0.08; SOIL SUBCLASS: De. SERVICE PROVIDERS AGL > Zz, 14517-S25 ROOF SLAB TOP AND BTM REINFORCEMENT PLANS 5. THE STRUCTURES HAVE BEEN DESIGNED FOR THE FOLLOWING WIND LOADS: ; 7 _ (O E> a 14517-S26 SERVICE AREA ROOF PLANS AND DETAILS es a verso x Vsite = 72 METERS/SEC ULTIMATE DESIGN GUST WIND SPEED (AS1170.2); AVERAGE RECURRANCE ~Oprus Telstra EEEE=H origin energe INTERVAL: 500 YEARS; REGION B NON-CYCLONIC; TERRAIN CATEGORY 2; HILL MULTIPLIER INCL. NOTE: SERVICE LOCATIONS ARE APPROXIMATE ONLY FROM NOTE: SERVICE LOCATIONS ARE APPROXIMATE ONLY FROM 6. NON-CYCLONIC AREAS - NO ALLOWANCE FOR IMPACT. INTERNAL PRESSURE COEFFICIENT BASED ON PROVIDERS PLANS. LOCATIONS ARE TO BE CONFIRMED PROVIDERS PLANS. LOCATIONS ARE TO BE CONFIRMED SERVICE LOCATIONS EFFECTIVELY SEALED BUILDING. PRIOR TO START OF CONSTRUCTION. PHONE DBYD CECE LOCATIONS ON HOSCORDETANS TO 7. ALL WINDOWS, DOORS, ROLLER DOORS ETC SHALL BE DESIGNED AND CERTIFIED BY SUPPLIER FOR THE SERVICE LOCATIONS ON 1400 FOR DETAILS — Itis the responsibility of the Foreman to ABOVE WIND CRITERIA IN ACCORDANCE WITH AS/NZS 1170.2 contact the relevant service authorities to ascertain the exact location of services prior to construction. COPYRIGHT © Associated Consultants Client Drawn Verified Project Drawing Ti Scale [Sheet Size] This dra ? copyright nra UNIVERSAL PROPERTY A VENESS S. PRYSTUPA PROPOSED NEW RESIDENCE AT GENERAL NOTES SHEET 1 AS SHOWN) A1 agreement between Tod esignes erifiec Consulting pty W(t) and tes = COMPANY H. GRAY s.prystupa _|71 SEAVIEW TCE, SUNSHINE BEACH Drawing Number client. This drawing shall only hitecs | used for this specific project. planners ESTABLISHMENT engineers & project managers Approved RPEQ No RDP RPI97117 14517-N1 “This drawing shat Ss Noosa: 07 8449 9600 S. PRYSTUPA 1137 LOCAL AUTHORITY NOOSA for on u seen eS box, Noomavle, GLO S66 Signed Date MCU APPROVAL 14/0084 HORIZDATUM ——_MOADERIVED OCDE ee ee Sheet Revision] ‘issued for construction’ in the [A |27.1.16| OPERATIONAL WORKS APPROVAL, AY. [email protected] . www.todconsuting.com DECEMBER 2015 | ROL APPROVAL VERT DATUM AHD —AHD-PM103003 blll sli) 1 of 3 A revision description. Rev] Date [Re n Description Drawn ‘ABN 39 128 805 396 OPW APPROVAL RL 41.410 MEASUREMENT BAR - INCREMENTS IN mm
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STEELWORK 1 10. 11. ALL STEELWORK IS TO BE EXECUTED IN ACCORDANCE WITH THE CURRENT EDITION OF: AS 4100 - SAA STEEL STRUCTURES AS 1554 - SAA STRUCTURAL STEEL WELDING AS 1627 - METAL FINISHING - PREPARATION AND PRETREATMENT OF SURFACES TWO COPIES OF SHOP DETAIL DRAWINGS ARE TO BE SUBMITTED TO THE ENGINEER AND ARCHITECT AND APPROVAL OF SAME OBTAINED PRIOR TO COMMENCING FABRICATION ALL STEELWORK THAT IS NOT STAINLESS STEEL, SHALL BE HOT DIPPED GALVANISED TO AS 1650; AND EPOXY PAINTED AFTER FABRICATION WITH AN APPROVED, COMPATIBLE PRIMER AND TOPCOAT (150 MICRON MINIMUM SYSTEM) - U.N.O STEELWORK ENCASED IN CONCRETE SHALL BE PAINTED WITH AN APPROVED HIGH BUILD 2-PART MARINE EPOXY, WITH 10 GAUGE (3.25 mm) BLACK WIRE AT 100 mm PITCH, 50 mm COVER. THE STEEL FABRICATOR SHALL PROVIDE ALL BOLTS NECESSARY FOR THE ERECTION OF THE STEELWORK AND BOLT HOLES AND CLEATS NECESSARY FOR THE ERECTION OF TIMBER WORK AS SHOWN, NOTED OR IMPLIED ON THESE DRAWINGS OR THE ARCHITECT'S DRAWINGS AND SPECIFICATION. EXTERNAL BOLTS SHALL BE 316 STAINLESS STEEL INSULATED FROM MEMBERS. HIGH STRENGTH STRUCTURAL BOLTS SHALL BE GRADE 8.8 EQUIV; COMMERCIAL BOLTS SHALL BE GRADE 4.6 EQUIV. THE ROOF STRUCTURE HAS BEEN DESIGNED FOR NORMAL ROOF LOADS ONLY AND DOES NOT ALLOW FOR ANY EXTRANEOUS LOADS SUCH AS HOISTS, MONORAILS, ETC. EXCEPT WHERE SHOWN ON DRAWINGS. WHEN SHOP SPLICES ARE NECESSARY IN BEAMS OR TRUSSES THE POSITION OF THE SPLICES SHALL BE APPROVED BY THE ENGINEER. SHOP SPLICES SHALLBE COMPLETE PENETRATION BUTT WELDS. ALL WELDS ARE TO BE 6mm CONTINUOUS FILLET WELDS, UNLESS NOTED OTHERWISE ALL EXPOSED SITE WELDS ARE TO BE WIRE BRUSHED AND TO HAVE ZINC STICK APPLIED AND EPOXY PAINTED. ALL SHS AND CHS TO BE 350 MPa GRADE STEEL STAINLESS STEEL 1. 2. 6. 7. ALL EXTERNAL STEELWORK SHALL BE STAINLESS STEEL GRADE 316 U.NO. ALL BOLTS SHALL BE GRADE 316 (UNS S31600) A4-70. NUTS SHALL BE DUPLEX 2205 GRADE (UNS S31803) WASHERS SHALL BE 316 (UNS S31600), ELECTROPOLISHED OR PASSIVATED IN A 20% TO 25% NITRIC ACID SOLUTION FOR AT LEAST 30 MINUTES AT 40°C TO 60°C IN ACCORDANCE WITH ASTM.A380. NUTS AND BOLTS SHALL COMPLY WITH ISO 3506 IDENTIFICATIONS OR, IF NOT SO MARKED, SHALL BE PROVIDED WITH MILL OR NATA CERTIFIED TESTS RESULTS CONFIRMING GRADE AND STRENGTH. BOLTS SHALL HAVE ROLLED THREADS. THE NUTS AND WASHERS SHALL BE ELECTROPOLISHED OR PASSIVATED IN A 20° TO 25° INTRIC ACID SOLUTION FOR A LEAST 30 MINUTES AT 40°C TO 60°C INACCORDANCE WITH ASTM.A380. LUBRICATE THREADS WITH MOLYBDENUM- DISULPHIDE (MOLY) GREASE TO AVOID GALLING. BOLTS SHALL BE TIGHTENED TO THE MANUFACTURER'S RECOMMENDED TORQUE USING A TORQUE WRENCH TIMBER 1. n ALL THE WORK IN STRUCTURAL TIMBER IS TO BE EXECUTED IN ACCORDANCE WITH ~— THE CURRENT EDITION OF: AS 1684 - NATIONAL TIMBER FRAMING CODE AS 1720 - SAA TIMBER STRUCTURES CODE AS 1328 - GLUED LAMINATED STRUCTURAL TIMBER. THE TIMBER USED MUST BELONG TO STRESS GRADE F17 (UNLESS NOTED OTHERWISE) AS GIVEN IN THE CURRENT EDITION OF THE TIMBER ENGINEERING CODE. ALL NUTS, BOLTS, WASHERS AND FRAMING ANCHORS TO BE 316 STAINLESS STEEL. FIX ALL FRAMING ANCHORS WITH STAINLESS STEEL NAILS. THE CONTRACTOR IS FINALLY TO TIGHTEN ALL BOLTS BEFORE HANDING OVERTHE JOB FOR 12 AND 16mm BOLTS THE BOLT HOLES ARE TO BE 2mm OVER SIZE. FOR 20mm BOLTS THE BOLT HOLES ARE TO BE 3mm OVER SIZE. ALL TIMBER TO BE IN-GROUND DURABILITY CLASS 1 AND TREATED TO: H2 INTERNAL, H4 EXTERNAL ABOVE GROUND AND INGROUND NON-CRITICAL ELEMENTS H5 EXTERNAL33, IN-GROUND STRUCTURAL ELEMENTS. INJECT LANOTEC GREASE INTO ALL BOLT HOLES. COAT ALL S/S BOLTS, NUTS & WASHERS & FRAMING ANCHORS WITH DENSE LANOTEC GREASE. ALL PRESERVATIVE TREATMENTS FOR TIMBER MUST BE IN ACCORDANCE WITH AS1604. TIMBER DECKING TO BE F17 KD. HWD 140 x 50 DURABILITY CLASS 1 TREATED TO H5 FIXED WITH STAGGERED S/STEEL SCREWS. EARTHWORKS NOTES 1. 2. SOILS CONTAINING ORGANIC MATTER ARE TO BE STRIPPED FROM THE SITE. THIS MATERIAL IS NOT SUITABLE FOR USE AS FILL ON THIS SITE. THE WHOLE OF THE EXCAVATED LEVEL, IS TO BE PROOF ROLLED AND ANY UNSUITABLE GROUND, AS. DIRECTED BY THE ENGINEER, IS TO BE EXCAVATED AND REMOVED FROM SITE. THIS MATERIAL IS TO BE REPLACED WITH IMPORTED APPROVED FILL. IMPORTED APPROVED FILL TO HAVE A MIN. CBR SPECIFICATION OF 15%; MAX. STONE SIZE OF 100mm; MAX. PLASTICITY INDEX OF 20% AND MAX. LINEAR SHRINKAGE OF 10%. THIS FILL IS TO BE PLACED IN MAX. 200mm LAYERS AND COMPACTED TO: COHESIONLESS SOILS - DENSITY INDEX NOT LESS THAN 70% (AS 1289 TEST 5.6.1) SOILS CONTAINING CLAY OR SILT FINES - DENSITY RATIO NOT LESS THAN 98% STANDARD ( AS 1289 TEST 5.1.1) COMPACTION TESTING OF FILL LAYERS |S TO BE CARRIED OUT TO LEVEL 1 SUPERVISION STANDARD AS PER AS 3789-1990. THE CONTRACTOR IS TO PROVIDE COMPACTION TEST RESULTS TO THE ENGINEER. THE COST OF THIS TESTING IS TO BE PAID BY THE CONTRACTOR. THE CONTRACTOR IS TO BE RESPONSIBLE FOR LOCATING ALL EXISTING SERVICES BEFORE COMMENCEMENT OF WORK ON SITE. ALUMINIUM NOTES 1 NOOR ON o ALL WORKMANSHIP AND MATERIALS SHALL COMPLY WITH BEST PRACTISE ALUMINIUM FABRICATION AND THE CURRENT AUSTRALIAN STANDARD AS 1664. ALUMINIUM SECTIONS SHALL COMPLY WITH AS1734, AS1866 OR AS1867 ALL WELDING SHALL COMPLY WITH AS1665 ALL WELDING SHALL BE CARRIED OUT USING ARGON GAS SHIELDING ALUMINIUM EXTRUSIONS SHALL BE ALLOY 6061T6 PLATE IS TO BE ALLOY 5083 H321. TREAD PLATE IS TO BE ALLOY 5251 H34 M ALUMINIUM BY THE USE OF A 1mm. ALL STAINLESS STEEL BOLTS AND ALL OTHER FIXINGS MUST BE ISOLATED FROM ALUMINIUM USING NYLON OR, SIMILAR APPROVED PACKERS/GASKETS, AND WASHERS WITH SHANK COLLARS. SHOP DETAIL DRAWINGS ARE TO BE SUBMITTED TO THE ARCHITECT AND ENGINEER FOR REVIEW. APPROVAL IS TO BE OBTAINED FROM THE COUNCIL, THE ARCHITECT AND THE ENGINEER, PRIOR TO COMMENCING FABRICATION. EROSION & SEDIMENT CONTROL OBJECTIVES: 1. THESE DRAWINGS ARE PROVIDED FOR GUIDANCE ONLY. THE CONTRACTOR SHALL ASSESS WHAT MEASURES ARE REQUIRED TO SUIT THE PROPOSED CONSTRUCTION METHODOLOGY AND STAGING. 2. THE CONTRACTOR SHALL COMPLY WITH ALL STATUTORY REGULATIONS DURING THE CONSTRUCTION PHASE AND MAINTENANCE PERIOD. 3. EROSION AND SEDIMENTATION CONTROL MAY BE AIDED BY MINIMISING THE AREA OF DISBURBANCE. MANAGEMENT PRINCIPLES: 4. THE MANAGEMENT PRINCIPLES EMPLOYED IN THIS PLAN ARE IN ACCORDANCE WITH THE 'BEST PRACTICE EROSION AND SEDIMENT CONTROL' MANUAL, PUBLISHED BY THE INTERNATIONAL EROSION CONTROL ASSOCIATION (IECA). THE BASIC PRINCIPLES ARE TO: MINIMISE THE AREA OF DISTURBANCE; CONTROL DRAINAGE PATHS UPSTREAM OF SITE AND AT OUTLETS FROM SITE, MINIMISE EROSION; MINIMISE SEDIMENTATION; PROGRESSIVELY REVEGETATE AND REHABILITATE THE SITE. SITE INSPECTION AND MONITORING: 5. CONTRACTOR SHALL NOMINATE A PERSON RESPONSIBLE FOR INSTALLATION, MONITORING AND MAINTENANCE OF CONTROL MEASURES (E.G. SITE FOREMAN). 6. ALL EROSION AND SEDIMENT CONTROL MEASURES SHOULD BE INSPECTED: AT LEAST DAILY WHEN RAIN IS OCCURING; AT LEAST WEEKLY (EVEN IF WORK IS NOT OCCURING ON-SITE); WITHIN 24 HOURS PRIOR TO EXPECTED RAINFALL, WITHIN 18 HOURS OF A RAINFALL EVENT. 7. CONTRACTOR TO CHECK AFTER RAINFALL FOR PERFORMANCE INDICATORS SUCH AS EVIDENCE OF EXCESSIVE FLOW CONCENTRATIONS, EROSION PATHS DEVELOPING, SILT AND SEDIMENT ACCUMULATION. 8. CONTRACTOR TO CHECK DURING RAIN THAT FLOWS ARE NOT BYPASSING CONTROL MEASURES. 9. WHEN A SITE INSPECTION DETECTS A NOTABLE FAILURE IN THE ADOPTED MEASURES, THE SOURCE OF THIS FAILURE MUST BE INVESTIGATED AND THE APPROPRIATE AMENDMENTS MADE TO THE SITE CONTROLS. THE CONTRACTOR SHALL MAINTAIN A WRITTEN RECORD OF DATES OF ALL INSPECTIONS INCLUDING ANY CORRECTIVE ACTIONS TAKEN PROTECTION OF TREES 1 os ALL EXISTING NATURAL VEGETATION THAT WILL BE RETAINED, IS TO BE PROTECTED. THE AREA IIMMEDIATELY BENEATH THEIR CANOPIES SHOULD BE DECLARED A 'TREE PROTECTION ZONE' AND SHOULD BE FENCED OFF AND APPROPRIATED SIGNAGE ERECTED FOR THE DURATION OF THE SITE DEVELOPMENT AND CONSTRUCTION REMOVAL OF TREE STUMPS IN CLOSE PROXIMITY TO THE ROOT ZONES OF THE TREES TO BE RETAINED MUST BE DONE IN A MANNER THAT WILL NOT NEGATIVELY IMPACT THE ROOT SYSTEM OF THE TREE BEING RETAINED. ON NO ACCOUNT SHOULD ANY ATTEMPT BE MADE TO EXCAVATE TREE STUMPS TO AVOID DAMAGE TO INTERTWINGING ROOTS OF THE TREES TO BE RETAINED . THE AREA BENEATH THE CANOPIES OF TREES TO BE RETAINED SHALL BE COVERED WITH A 100mm LAYER OF BARK MULCH MATERIALS TO REDUCE SOIL MOISTURE LOSS, CONTROL WEED GROWTH AND TO REDUCE SOIL COMPACTION. . ANY PRUNING OF CANOPY BRANCHES SHOULD ONLY BE UNDERTAKEN BY AN APPROVED ARBORIST. . ON NO ACCOUNT SHOULD FERTILISER, HERBICIDE TREATMENTS OR SOIL LEVEL CHANGES BE PERMITTED. CLOSE TO OR BENEATH THE CANOPIES OF THE TREES. . ALL CONTRACTORS SHOULD BE ADVISED OF THE PROTECTED AND VALUED NATURE OF THE TREES AND THAT NO MACHINERY, EQUIPMENT, FUEL, CONSTRUCTION MATERIALS, SHEDS ETC. SHOULD BE PERMITTED TO BE PARKED OR STORED BENEATH THE CANOPY OF THE TREES. . ON NO ACCOUNT SHOULD WASTE CONSTRUCTION MATERIALS INCLUDING FILL AND PARTICULARLY WATER/WASHINGS FROM MACHINERY OR FROM CONCRETE CONSTRUCTIONS ETC. BE PERMITTED TO BE DISPOSED WITHIN THE ROOT ZONE OF THE TREES. COMPLETE TREE REMOVAL OR REDESIGN IS REQUIRED IF ROOT PRUNING ACTIVITIES WILL BE TOO SEVERE TO MAINTAIN THE TREES STRUCTURAL INTEGRITY (SEVERITY DEPENDS OF ROOT DIAMETER, TRUNK DIAMETER AND DISTANCE FROM TRUNK). . ON NO ACCOUNT SHOULD ANY EXCAVATIONS FOR THE INSTALLATION FOR THE SERVICES BE MADE CLOSER THAN 3m FROM THE BASE/TRUNK OF THE TREES AND ALL EXCAVATIONS WITHIN 3m EACH SIDE OF THE TREE SHOULD BE CARRIED OUT WITH CLOSE SUPERVISION OF THE APPROVED ARBORIST, 10.NO ROOTS IN EXCESS OF 50mm ARE TO BE SEVERED WITHOUT ADVICE FROM THE APPROVED ARBORIST. IN ALL CIRCUMSTANCES WHERE SEVERING OF TREE ROOTS IN EXCESS OF 50mm IN DIAMETER HAS OCCURRED THE URGENT ATTENTION OF THE APPROVED ARBORIST WILL BE REQUIRED FOR THE TREATMENT AND DRESSING OF ROOT WOUNDS. 11. WHERE POSSIBLE CAREFUL EXPLORATORY TRENCHING (BY HAND OR WATER JET) SHALL BE CARRIED OUT TO 12. WHERE UNDERGROUND SERVICES ARE TO BE INSTALLED WITHIN THE ROOT ZONE OF A TREE, EXPLORATORY TRENCHING SHOULD BE CARRIED OUT. IN ALL INSTANCES WHERE A NUMBER OF LARGE ROOTS ARE ENCOUNTERED THESE SHOULD BE LEFT INTACT AND ANY SERVICES ETC INSTALLED BY TUNNELLING BENEATH THE ROOT MASS. 13. EXCAVATIONS SHALL BE EXECUTED WITH EXTREME CARE. ANY LARGE ROOTS THAT MAY BE ENCOUNTERED. SHALL BE LEFT INTACT, KEPT MOIST, COVERED WITH HESSIAN OR SIMILAR MATERIALS TO PREVENT DRYING AND LEFT FOR THE URGENT ATTENTION AND TREATMENT BY THE ARBORIST. 14. THE APPROVED ARBORIST IS TO BE ADVISED PRIOR TO THE BACKFILLING OF THE SERVICE TRENCHES SO THAT PHOTOGRAPHIC RECORDS CAN BE TAKEN. REINFORCED CONCRETE 1. ALL CONCRETE WORK TO BE EXECUTED IN ACCORDANCE WITH THE CURRENT EDITION OF AS 3600 - SAA CONCRETE STRUCTURES. AS 1379 - READY-MIXED CONCRETE 2. THE CONCRETE MIX SHALL BE AS PER SPECIFICATION FOR EXTERNAL DURABLE CONCRETE NOTES; AND SHALL BE APPROVED BY THE ENGINEER BEFORE USE. 3. THE 28 DAY CHARACTERISTIC COMPRESSIVE STRENGTH OF REINFORCED CONCRETE (fc) MUST NOT BE LESS THAN 40 MPa U.N.O CONCRETE SLABS ON GROUND TO BE F'c = 32 MPa (S32) SUSPENDED CONCRETE SLABS AND ARCHES TO BE F'c = 40 MPa (S40) CONTIGUOUS PILES TO BE F'c = 40 MPa (S40) MINIMUM CEMENTITIOUS CONTENT TO BE 450 kg/m MAXIMUM WATER : CEMENT RATIO TO BE 0.4 THE TEST RESULTS ARE TO CONFORM WITH THE ACCEPTABILITY REQUIREMENTS OF THE CURRENT EDITION OF AS 3600 (PROJECT ASSESSMENT REQUIRED). THE MAXIMUM SIZE OF AGGREGATE SHALL BE 20mm. THE CONCRETE SHALL SLUMP TEST AT 100mm UNLESS OTHERWISE NOTED ALL CONCRETE TO BE VIBRATED. PROVIDE HOLES OR CHASES ONLY WHERE SHOWN ON STRUCTURAL DRAWINGS. SUPERINTENDENT TO ARRANGE FOR RPEQ ENGINEER REVIEW OF ANY ADDITIONAL HOLES OR CHASES BEFORE CARRYING OUT WORKS 9. PROVIDE 20mm FILLETS OR CHAMFERS FOR EXPOSED CONCRETE EDGES HAVING CONTAINED ANGLE OF LESS. THAN 120°, UNO. 10. PLASTIC CHAIRS TO BE USED TO SUPPORT REINFORCEMENT AND GIVE THE CORRECT CONCRETE COVER. FOR MESH REINFORCEMENT, PROVIDE “PIE PLATE” SUPPORT UNDER EACH CHAIR. FOR BAR REINFORCEMENT EXCEEDING 11MM DIAMETER, POUR 50mm MINIMUM BLINDING CONCRETE UNDERNEATH BEFORE PLACING REINFORCEMENT. 11. UNLESS OTHERWISE NOTED ON THE DRAWING THE CONCRETE COVER TO THE OUTSIDE FACE OF ANY REINFORCEMENT IS TO BE AS FOLLOWS: z OANA STRUCTURAL MEMBER |CAST AGAINST FORMS COMPLYING WITH STRUCTURAL CAST _ [CAST AGAINST |AGAINST AS 1509 SAA FORMWORK CODE OTHER FORMWORK INOT EXPOSED TO WEATHER EXPOSED TO WEATHER, JOR THE GROUND IGROUND WATER OR FRESH IGROUND WATER OR FRESH WATER WATER PAD FOOTINGS & PILE - 65 75 CAPS STRIP FOOTINGS - 50 65 [COLUMNS OF ALL 40 50 75 TYPES WALLS SLABS & STAIRS 40 50 65 BEAMS 40 50 65 12. CONSTRUCTION JOINTS WHERE NOT SHOWN SHALL BE LOCATED BY THE ENGINEER. 13. POUR JOINTS: THE FACE OF ALL CONCRETE AGAINST WHICH NEW CONCRETE IS TO BE POURED SHALL BE THOROUGHLY SCABBLED AND WASHED CLEAN; COAT STARTER BARS WITH TWO COATS OF “NITOPRIME ZINCRICH” OR APPROVED ZINC-BASED ALTERNATIVE; COAT FACE WITH BONDING AGENT (WET TO DRY EPOXY - “NITOBOND” EP OR APPROVED ALTERNATIVE. 14, ALL CONCRETE SURFACES ARE TO BE CURED BY AN APPROVED METHOD FOR FOURTEEN (14) DAYS IMMEDIATELY CONCRETE |S HARD, AND PROTECTED BY PLASTIC SHEET. 15. FORMWORK TO SUSPENDED SLABS TO REMAIN IN POSITION FOR FOURTEEN (14) DAYS AFTER POURING, PROP TO 28 DAYS. 16. FOR SLABS ON GROUND, ALL TOPSOIL AND UPPER STRATA CONTAINING ORGANIC = MATTER |S TO BE REMOVED AND REPLACED BY AN APPROVED CONSOLIDATED FILLING MATERIAL COMPACTED TO 95% M.M.D.D. IN ACCORDANCE WITH AS E 2.1. 17. BAR SCHEDULE - N- HOT ROLLED HIGH YIELD BARS TO AS 1302. S$ - HOT ROLLED DEFORMED BARS TO AS 1302. RF - HARD DRAWN WIRE FABRIC TO AS 1302. R - HOT ROLLED PLAIN BARS TO AS 1302. 18. SPRAY CLEAN ALL REINF'T, FORMED SURFACES, AND CONCRETE FACES, CAST-IN BOLTS & FITTINGS ETC. JUST PRIOR TO PLACEMENT OF FRESH CONCRETE TO REMOVE ALL TRACES OF DIRT, SAND, DUST AND DEPOSITED SALTS. AIR BLAST EXESS WATER OFF FORMS. CONCRETING MUST NOT BE CARRIED OUT DURING STRONG WINDS, TO AVOID CONTAMINATION OF CONCRETE AND REINFORCING WITH WIND-DRIVEN SALT. 19. CONTRACTOR IS TO CHECK HYDRAULIC & ELECTRICAL SERVICES DRAWING FOR LOCATION AND TYPE OF ALL CAST-IN ITEMS, INCLUDING ANY NECESSARY CONDUITS AND PENETRATIONS FOR FUTURE SERVICES. 20. JOINTS TO BE SEALED WITH AN APPROVED FLEXIBLE SIKAFLEX-PRO POLYURETHANE COLOURED TO MATCH CONCRETE. 21, LAP MESH 225mm UNLESS NOTED OTHERWISE. 22, LAP BOTTOM BEAM REINFORCEMENT 600 AT PILES WHERE REQUIRED U.N.O. 23. LAP TOP BEAM REINFORCEMENT 600 AT MID-SPAN WHERE REQUIRED U.N.O. 24, REINFORCEMENT LAP SPLICE LENGTHS (MILLIMETRES) (U.N.O ON DRAWINGS OR ABOVE) BAR LOCATION D500N BAR DIAMETER (mm) 42 [16 [20 [24 [28 [32 LAP LENGTH (mm) HORIZONTAL BARS WITH MORE THAN [600 800 1100 1500 1800 2250 [300mm OF CONCRETE CAST UNDER (BEAM AND FOOTING TOP STEEL) * ALL OTHER BARS (BOTTOM STEEL, 450 600 1850 4200 4400 1750 |COLUMNS, WALLS) * * NOTE: LAP LENGTHS MAY BE REDUCED BY 20% FROM THE ABOVE VALUES WHERE LAP SPLICES ARE STAGGERED WITH NO IMORE THAN 50% OF REINFORCEMENT LAPPED AT ANY ONE POINT WELDED MESH [225mm LAP U.N.O A DEPTH OF 500mm TO DETERMINE IF LARGE ROOTS ARE PRESENT. SHOULD LARGE ROOTS BE ENCOUNTERED THEY SHOULD BE BROUGHT TO THE ATTENTION OF THE CITY ARBORIST. COPYRIGHT © ‘Associated Consultants Client Drawn Verified Projedt Drawing Ti Scale [Sheet Size copyright n ecordenco UNIVERSAL PROPERTY A VENESS S. PRYSTUPA PROPOSED NEW RESIDENCE AT GENERAL NOTES SHEET2 [~s SHOWN! A1 agreement between Tod jesignet erie natn ty Bae andics COMPANY H. GRAY s.prystupA _|71 SEAVIEW TCE, SUNSHINE BEACH Drawing Number Used fr this specific project. ESTABLISHMENT engineers & project managers Approved RPEQ No RDP RPAO7117 14517-N2 Noosa: 07 5449 9600 S.PRYSTUPA 1137 LOCAL AUTHORITY NOOSA for consructon sense 5 ox 51 Noosa, CLD S00 Signed Date MCU APPROVAL 14/0084 HORIZ DATUM MGA-DERIVED DCDB © 19 2% 450s Sheet Revision ‘igsued for construction inthe |_A_|27.1.16| OPERATIONAL WORKS APPROVAL AY. [email protected] wa fodconeuling com DECEMBER 2015 | ROL APPROVAL VERT DATUM AHD —AHD-PM103003 hl lali) 20f 3 A revision description Rev] Date [Revision Description Drawn ABN 99 128 05 996 OPW APPROVAL RL 41.410 EMENT BAR - INCREMENTS Ben
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SPECIFICATION FOR EXTERNAL DURABLE CONCRETE
1.
9.
ALL EXTERNAL CONCRETE IS TO BE S40 (SLABS ON GROUND TO BE S32) IN ACCORDANCE WITH AS 1379. -
MINIMUM EXTERNAL COVER TO BE 50mm (REFER TABLE ABOVE).
CEMENT COMPOSITION BY WEIGHT TO CONSIST OF 75 % TYPE GP CONFORMING TO REQUIREMENTS OF AS.
3972; 20% FLYASH CONFORMING TO REQUIREMENTS OF AS 3582.1 PART 1; AND 5% "KAOLITE" FLYASH. KAOLITE
|S A BRANDED PROPRIETARY PRODUCT BY CEMENT AUSTRALIA, AND SHOULD CONFORM WITH THEIR,
PRODUCT SPECIFICATION.
SLUMPS SHALL BE AT LEAST 100mm, BUT MAY NEED TO BE HIGHER FOR CONSTRUCTION REASONS SUCH AS
PUMPING. SLUMP TOLERANCES, TESTING FREQUENCY AND REJECTION CRITERIA BASED ON SLUMP SHOLD BE
IN ACCORDANCE WITH AS 1012.3.
MAXIMUM (WATER : CEMENTITIOUS CONTENT) RATIO FOR MIX TO BE 0.4. USE OF HIGH RANGE WATER
REDUCERS (PLASTICIZERS) ARE ALLOWED TO MAINTAIN REQUIRED SLUMPS WITHOUT ADDITIONAL WATER.
INTENSE COMPACTION OF ALL CONCRETE ELEMENTS |S REQUIRED. A COMPLETE DOCUMENTATION OF THE
INTENDED COMPACTION METHODS |S REQUIRED TO BE SUBMITTED BY THE CONCTRACTOR, AND FORMS PART
OF THE REQUIRED TENDER SUBMITTAL DOCUMENTS. ALL METHODS MUST FOCUS ON THE GENERAL
REQUIREMENT TO GUARANTEE OPTIMUM COMPACTION AT ALL EXTERNAL SURFACES.
PRE-CAST CONCRETE SHALL BE COMPACTED USING RIGID STEEL FORMS ON VIBRATING TABLES AND / OR
FORM VIBRATORS.
TO MINIMISE THE INCIDENCE OF PLASTIC SHRINKAGE CRACKING, THE USE OF A PROPRIETARY ALIPHATIC
ALCOHOL PRODUCT TO MINIMISE EARLY AGE MOISTURE LOSS THROUGH EVAPORATION IS MANDATORY ON
ALL FLATWORK SURFACES OF CONCRETE PLACEMENT WORK. THIS PRODUCT SHALL BE APPLIED AS A SPRAY,
OR ROLLER APPLIED, IMMEDIATELY AFTER SCREED AND BULLFLOATING OF THE PLASTIC CONCRETE SURFACE.
IT SHALL BE RE-APPLIED AFTER EACH SUBSEQUENT WORKING OF THE SURFACE. THE PROPRIETARY
ALIPHATIC ALCOHOL PRODUCT MUST BE NOMINATED IN THE SUBMITTED TENDER, ALONG WITH AN INTENDED
APPLICATION DESCRIPTION, BOTH OF WHICH ARE REQUIRED TO BE APPROVED BY THE ENGINEER. A CURING
PROCEDURE, AND IN NO WAY REPLACES CURING. %%UIS NOT NOTE: ALIPHATIC ALCOHOL
CURING SHALL CONSIST OF THE FOLLOWING METHODS:
a. CURING OF SLABS SHALL BE CURED BY EITHER WATER CURING BY CONTINUOUS SURFACE PONDING.
OR BY AN APPROVED SPRAYED OR ROLLER APPLIED CURING COMPOUND. WHERE CONTINUOUS.
WATER CURING IS ADOPTED, THE CONTINUOUS PERIOD SHALL LAST FOR 14 DAYS. ONE METHOD OF
ACHIEVING WATER CURING IS TO POND THE SURFACE WITH 20mm WATER USING CLEAN SAND TO DAM
THE SURFACE. THE WATER SHALL NOT BE ALLOWED TO DRY OUT. WHERE A PROPRIETARY SPRAYED
OR ROLLER APPLIED CURING COMPOUND IS USED, THE PRODUCT SHALL BE NOMINATED AND.
REQUIRES APPROVAL BY THE ENGINEER. THE PRODUCT SHALL CONFORM TO REQUIREMENTS OF AS
3700 "LIQUID MEMBRANE FORMING CURING COMPOUNDS FOR CONRETE", AND MUST ACHIEVE
EFFICIENCY RATING OF MINIMUM 90%, WHEN COMPARED TO CONTINUOUS WATER CURING.
b, CURING OF FORMED WALLS MAY BE CURED BY EITHER LEAVING THE SHUTTERED FORMWORK IN
PLACE FOR A PERIOD OF 14 DAYS OR BY AN APPROVED SPRAYED OR ROLLER APPLIED CURING
COMPOUND, APPLIED IMMEDIATELY AFTER THE SHUTTERS ARE REMOVED. WHERE A PROPRIETARY
CURING COMPOUND IS USED, THE PRODUCT SHALL BE NOMINATED AND REQUIRES APROVAL BY THE
ENGINEER. THE PRODUCT SHALL CONFORM TO REQUIREMENTS OF AS 3799 "LIQUID MEMBRANE
FORMING CURING COMPOUINDS FOR CONCRETE", AND MUST ACHIEVE EFFICIENCY RATING OF
MINIMUM 90%, WHEN COMPARED TO CONTINUOUS WATER CURING.
A COMPLETE DOCUMENTATION OF THE INTENDED CURING METHOD IS REQUIRED TO BE SUBMITTED BY THE
CONTRACTOR, AND FORMS PART OF THE REQUIRED TENDER SUBMITTAL DOCUMENTS. THE COMPACTION
METHOD NEEDS TO BE APPROVED BY THE ENGINEERS BEFORE THE TENDER IS DEEMED TO BE A
CONFORMING BID ON THIS CONTRACT. PARTICULAR EMPHASIS WILL BE PLACED ON INSPECTIONS AND OTHER,
SITE CONTROL METHODS OF ENSURING THE DOCUMENTED COMPACTION METHODS ARE CARRIED OUT
SUCCESSFULLY.
. IN ADDITION TO THE ABOVE REQUIREMENTS, ALL PRE-CAST CONCRETE SHALL BE FURTHER PROTECTED BY
APPLICATION OF SIKAGARD 700S & 680S AS PER "PRE-CAST CONCRETE" NOTE 3, SHEET OP02.
CONCRETE BLOCK MASONRY
1.
10.
11.
ALL CONCRETE BLOCK MASONRY WORK IS TO BE EXECUTED IN ACCORDANCE WITH
OF:
THE CURRENT EDITION
AS 3700 - SAA MASONRY STRUCTURES
AS 4455 - CONCRETE BUILDING BLOCKS
AS 3600 - SAA CONCRETE STRUCTURES
FOR CONCRETE FILLED CAVITIES, CLEAN OUT BLOCKS SHALL BE USED AT THE BASE OF THE WALL UNLESS
SHOWN OTHERWISE. JOINT MORTAR SHALL BE TRIMMED FLUSH WITH THE INSIDE FACE OF THE CAVITY. TOP
OF FOOTING TO BE SCABBLED. CAVITIES TO BE INSPECTED BY THE ENGINEER PRIOR TO POURING CONCRETE.
REINFORCING COVER SHALL BE MAINTAINED BY THE USE OF PLASTIC *BLOCKAID' REINFORCEMENT LOCATION
BRACKETS OR EQUAL
MINIMUM COVER TO REINFORCEMENT 20mm FROM INSIDE FACE OF BLOCK.
CONCRETE MIX USED TO FILL CAVITY TO HAVE CHARACTERISTIC COMPRESSIVE |= STRENGTH OF 40MPa (fc)
MAXIMUM SLUMP 200mm, MAXIMUM AGGREGATE SIZE OF 10mm (MAX 6 COURSE HEIGHT PLACED AT ONE TIME
RECOMMENDED)
BLOCKWORK MUST NOT BE BUILT ON CONCRETE SLABS OR BEAMS UNTIL FORMWORK
HAS BEEN REMOVED.
MORTAR TO BE MIXED IN THE PROPORTION OF 1 : 0.25 : 3 CEMENT:HYDRATED LIME : SAND (OR EQUIVALENT
CEMENT - SAND MORTAR WITH PLASTICISER) AND MORTAR COMPRESSIVE STRENGTH AT 28 DAYS TO BE
15MPa MINIMUM.
CONCRETE BLOCKS TO HAVE A CHARACTERISTIC STRENGTH of 14 MPa MINIMUM.
BLOCK TYPE: SHALL BE “H” (SINGLE WEB) BLOCKS U.N.O: 20.48/30.48 FOR LONG LIFE. FULL BLOCKS
15.01/20.01/30.01 SHALL BE REJECTED BY THE SUPERINTENDENT.
PROVIDE CLEAN OUT BLOCKS TO BOTTOM COURSE OF ALL CONCRETE FILLED MASONARY WALLS.
WHERE NO REINFORCING |S DESIGNATED IN DETAILS OR SECTIONS PROVIDE THE FOLLOWING.
N16 VERTICALS AT EACH SIDE OF OPENINGS, AT EACH END OF WALL, AND AT 400 MAX. CRS. IN
BETWEEN - 600 LAPS.
N12 AT 400 HORIZONTAL - 600 LAPS ( INCLUDING 'L' BARS AT CORNERS UNLESS NOTED OTHERWISE )
SUPPORTING SAME
CONTIGUOUS PILING
1. CONTIGUOUS CONCRETE PILING TO BE 450 DIAMETER TO DEPTHS INDICATED ON PLANS AND SECTIONS.
CONCRETE STRENGTH F'c= 32MPa. THE CONCRETE MIX DESIGN IS TO BE DESIGNED BY THE CONTRACTOR TO.
SUIT HIS INSTALLATION EQUIPMENT, INCLUDING ANY APPROPRIATE PLASTICIZERS OR RETARDANTS. MINIMUM
CONCRETE COVER TO BE 75mm. THE PILING OPERATION MUST BE CARRIED OUT IN SUCH A WAY AS TO
COMPLETELY AVOID THE RISK OF NECKING IN THE PILES, SO WITHDRAWAL RATE OF THE AUGER AND GROUT
PRESSURES MUST BE CO-ORDINATED TO ENSURE A FULLY COMPACTED TOTAL CROSS SECTION ALLOWING
CENTRAL PLACEMENT OF THE REINFORCING CAGE, THE PILES SHALL FORM A FULL CONTACT CONTIGUOUS
STRUCTURE.
2. NOMINAL DEPTHS OF CONTIGUOUS PILINGS ARE INDICATED IN THESE DOCUMENTS BASED ON THE AVAILABLE
SOILS INFORMATION. THE CONTRACTOR MUST REVIEW THE SOIL CONDITIONS IN THE SOIL REPORT, AND
STUDY THE AVAILABLE ACCESS ON SITE, TO ENSURE THE PROPOSED EQUIPMENT IS SUITABLE FOR THE
PROJECT. DEPTHS AND DIAMETER OF CONTIGUOUS PILING MAY BE VARIED AT THE DISCRETION OF TOD
CONSULTING ENGINEERS OR GEOTECHNICAL ENGINEER DEPENDING ON CONDITIONS FOUND.
3. THE CONTRACTOR SHALL RECORD ALL RELEVANT CONDITIONS ENCOUNTERED ON SITE INCLUDING VOLUMES,
OF FILL REMOVED, LEVELS OF GROUND WATER, AND DEPTH TO VARIOUS SOILS EG. DENSE SAND / ROCK ETC,
DEPTH TO BASE OF PILES, AND VOLUME OF CONCRETE USED IN EACH PILE.
4, THE SITE SHALL BE PROTECTED BY ADEQUATE APPROVED SILT AND EROSION CONTROL.
5. TO PRESERVE AND PROTECT THE EXISTING TREES, IT IS ESSENTIAL THAT THE CONTRACTOR EXERCISE
EXTREME CARE WHEN CONSTRUCTING THE CONTIGUOUS PILED WALLS. ANY TEMPORARY TIE BACKS MUST BE
REMOVED FROM ADJACENT PROPERITIES AFTER COMPLETION OF CONSTRUCTION.
6. AS THE FINAL DEPTH OF PILING ACROSS THE ENTIRE PROJECT MAY VARY DEPENDING ON GROUND
CONDITIONS, THE CONTRACTOR SHALL PRICE THE WORKS BASED ON THE NOMINAL PILE DEPTHS SHOWN ON
THE DRAWINGS, AND FINAL PAYMENT FOR THE CONSTRUCTED PILES WILL BE BASED ON THE ACTUAL DEPTH
OF PILES INSTALLED ON SITE, COSTED AT THE APPROPRIATE AGREED RATE IN THE CONTRACT.
7. THE PILING CONTRACTOR IS TO ASSESS THE LIKELIHOOD OF VIBRATION DAMAGE, OR OTHER DEGRADATION
OF ADJACENT STRUCTURES, SERVICES ETC. DUE TO PILING OPERATIONS. ANY SUCH DAMAGE INCURRED |S
TO BE RECTIFIED AT THE PILING CONTRACTORS EXPENSE.
8. THE CONTRACTOR SHALL CONCRETE GROUT ALL GAPS IN CONTIGUOUS PILED WALLS.
9. THE CONTRACTOR SHALL CO-ORDINATE WITH TOD CONSULTING, REGARDING TEMPORARY PROPPING, TIE
BACKS AND PILING PROCEDURES, TO ENSURE PILES ARE NEVER OVERSTRESSED DURING CONSTRUCTION,
AND OVERALL SAFETY |S MAINTAINED.
10. THE SET OUT OF CONTIGUOUS PILING MUST TAKE INTO ACCOUNT TYPICAL CONSTRUCTION TOLERANCES FOR
LOCATION AND INCLINATION, TO MAINTAIN ADEQUATE CLEAR CAVITIES BEHIND DRY WALLS.
SCREW PILING
1, SCREW PILES SHALL BE HOT DIP GALVANISED STEEL CHS FILLED WITH 25MPa CONCRETE GROUT. PAINT TOP.
2.0m WITH 2 COATS HIGH BUILD MARINE EPOXY - INTERGARD 278.
2. SCREW PILES ARE TO BE DESIGNED AND INSTALLED BY THE CONTRACTOR USING THE PARAMETERS
OUTLINED IN THE GEOTECHNICAL REPORT, AND ANY OTHER ADDITIONAL SOIL TESTING REQUIRED BY SCREW
PILE INSTALLER.
3. SCREW PILES MUST FOUND AT A DEPTH SUITABLE FOR SUPPORTING THE REQUIRED SPECIFIED SAFE
WORKING LOAD AS PER CONTRACTOR'S DESIGN. FOUNDING DEPTH MUST ALSO BE AT LEAST 5.0m BELOW THE
27° PROJECTED LINE FROM BASE OF SLOPE, AND AT LEAST 7.0m BELOW ORIGINAL GROUND LEVEL.
4, THE CONTRACTOR SHALL PROVIDE CERTIFICATION BY AN RPEQ THAT ALL SCREW PILES HAVE BEEN DESIGNED
AND INSTALLED IN ACCORDANCE WITH THIS SPECIFICATION.
5. THE CONTRACTOR |S ADVISED THAT THERE |S LIKELY TO BE LAYERS OF WEATHERED SANDSTONE
ENCOUNTERED ON SITE, REQUIRING PRE-BORING PRIOR TO PILE INSTALLATION. A RATE FOR PRE-BORING
SHALL BE PROVIDED.
6. MINIMUM DEPTHS OF PILING ARE INDICATED ON DRAWINGS. DEPTHS MAY NEED TO BE GREATER TO ACHIEVE
THE SPECIFIED SAFE WORKING LOAD, AS PER PILE INSTALLER'S DESIGN.
7. AS THE FINAL DEPTH OF PILING ACROSS THE ENTIRE PROJECT WILL VARY DEPENDING ON GROUND
CONDITIONS, THE CONTRACTOR SHALL PRICE THE WORKS BASED ON THE NOMINAL PILE DEPTHS SHOWN ON
THE DRAWINGS, AND FINAL PAYMENT FOR THE CONSTRUCTED PILES WILL BE BASED ON THE ACTUAL DEPTH
OF PILES INSTALLED ON SITE, COSTED AT THE APPROPRIATE AGREED RATE IN THE CONTRACT.
8. THE PILING CONTRACTOR IS TO ASSESS THE LIKELIHOOD OF VIBRATION DAMAGE, OR OTHER DEGRADATION
OF ADJACENT STRUCTURES, SERVICES ETC. DUE TO PILING OPERATIONS. ANY SUCH DAMAGE INCURRED |S
TO BE RECTIFIED AT THE PILING CONTRACTORS EXPENSE
ENGINEERING INSPECTION SCHEDULE
1. THE CONTRACTOR SHALL GIVE AT LEAST 48 HOURS NOTICE OF NECESSARY ENGINEERING SITE INSPECTIONS,
WHICH ARE REQUIRED TO BE CARRIED OUT BY TOD CONSULTING ENGINEERS FOR THE EVENTUAL
CERTIFICATION OF THE AS-CONSTRUCTED WORKS
2. MINIMUM INSPECTION REQUIREMENTS ARE:-
ALL TEMPORARY WORKS INCLUDING ACCESS TRACKS, SCOUR PROTECTION, TEMPORARY STORM
WATER COLLECTION, SCAFFOLDING, EXCAVATION, SHORING, PROPPING, AND ALL RETAINING WALL
STRUTTING.
BASE OF ALL EXCAVATIONS.
ALL REINFORCING FOR BOTH IN-SITU AND PRECAST CONCRETE.
PILING INSTALLATION, AND PILOT HOLE DRILLING.
ALL PRESTRESSING OPERATIONS AND GROUND ANCHOR INSTALLATION.
CONCRETE PLACEMENT.
STRUCTURAL STEELWORK, ALUMIMUM STAIRS ETC. - INCLUDING SHOP DRAWINGS APPROVAL.
TIE-DOWN, BRACING WALL CONSTRUCTION FOR TOILET BLOCKS.
STRUCTURAL FIXING OF WINDOW FRAMES AND DOOR FRAMES TO CONCRETE STRUCTURE.
SITE CONSTRUCTION PROCEDURES
1. CAR PARKING, BULK MATERIAL STORAGE ON SITE IN INITIAL SET UP PHASE, AS PER TEMPORARY ACCESS
PLAN.
2. COMPLETE EXISTING CONDITION ( DILAPIDATION ) SURVEYS ON ADJACENT PROPERTIES
3. ESTABLISH SURVEY POINTS ACROSS ENTIRE SITE TO MONITOR ANY SURFACE MOVEMENTS THROUGHOUT
CONSTRUCTION PHASE. RESURVEY MONITOR POINTS PRIOR TO THE COMMENCEMENT OF EACH
CONSTRUCTION PHASE 1, 2, 3 & 4, ONE MONTH AFTER COMPLETION OF PILING WORKS AND AGAIN ONE
MONTH AFTER COMPLETION OF ALL STRUCTURAL WORKS.
4. ESTABLISH EXTENDED TEMPORARY CONCRETE PAVED VEHICLE TURN AROUND ON SITE USING
TEMPORARY SCREW PILE AND SLEEPER WALLS (TIED-BACK), SAND-FILLED GEOFABRIC, OR GABION
MATTRESSES AT SOUTH-WEST CORNER OF SITE
5. DESIGN AND CONSTRUCT TEMPORARY ACCESS PLATFORMS FOR CFA PILING RIG AND PROCEED TO BUILD
THE PERMANENT WORKS AS PER DIAGRAMMATIC CONSTRUCTION STAGES 1-7. INSTALL EROSION
CONTROL FENCES.
6. PROTECT ALL VEGETATION AS PER ENVIRONMENTAL PLAN
7. ALLCONCENTRATED STORMWATER MUST BE DISPOSED OF VIAAPPROVED STORMWATER DISCHARGE
SYSTEM AT ALL STAGES OF CONSTRUCTION
8. ALL TEMPORARY ACCESS TRACKS MUST BE CONSTRUCTED ON 150 GRAVEL LAID OVER GEOFABRIC AND.
CONTOURED TO AVOID CONCENTRATIONS OF SURFACE RUNOFF. MAXIMUM UNRETAINED FILL DEPTH TO
1m.
9. NOTE THAT THE SURFACE SANDS AT THE SOUTH - EASTERN AREA OF THE SITE THE SAFE NATURAL STABLE
ANGLE OF THE SAND, AND ABOVE ARE CONSEQUENTLY ANY WORK IN THE AREA MUST BE CARRIED OUT
WITH EXTREME CAUTION, UNDER SUPERVISION OF GEOTECHNICAL ENGINEER, WHILE REGULARLY
MONITORING SURFACE MOVEMENTS. IT |S PROHIBITED TO ADD ANY DEPTH OF UNRETAINED FILL ON THIS.
SITE.
10. SIZE, TYPE, DEPTH AND LENGTH OF PILES ARE BASED ON TYPICAL ASSUMED GROUND CONDITIONS AND,
THE MORRISON AND SCG GEOTECHNICAL INVESTIGATIONS OF THE GROUND MATERIAL ON SITE. FINAL
PILING DETAILS, GROUT INJECTION AND CONSTRUCTION PROCEDURE WILL BE CONFIRMED AFTER
DETAILED ANALYSIS OF THE GEOTECHNICAL INVESTIGATION REPORT. PILING DETAILS MUST ALSO BE
CO-ORDINATED WITH ADITIONAL DETAILS FROM SPECIALIST PILING CONTRACTORS. THE CFA
CONTIGUOUS GROUT REPLACEMENT RETAINING WALLS, TIE-BACKS AND STRUTTING ARE TO BE DESIGNED
AND RPEQ CERTIFIED BY THE CONTRACTOR IN ACCORDANCE WITH THE CURRENT RELEVANT AUSTRALIAN
CODES.
11. DEPTH, SIZE, LAYOUT AND TYPE OF PILING IS SCHEMATIC ONLY AND SHALL BE PRICED WITH APPROPRIATE
RATES TO ALLOW PRICING OF VARIATIONS IN AS-CONSTRUCTED PILING WHICH MAY VARY DEPENDING ON
EXACT CONDITIONS ENCOUNTERED ON SITE DURING CONSTRUCTION.
12. THE CONTIGUOUS PILED WALLS SHALL BE GROUTED AND REPAIRED AS REQUIRED AT ANY AREAS WHERE
CONTIGUOUS PILES HAVE NOT PROVIDED A COMPLETELY TIGHT STRUCTURAL WALL TO AVOID THE
FLUSHING OUT OF ANY RETAINED MATERIALS BETWEEN OR THROUGH THE CONTIGUOUS PILING.
13. A DRAINED AND VENTILATED INTERNAL CAVITY WALL SHALL BE PROVIDED AT ALL AREAS WHERE
BUILDING WALLS ARE RETAINING ANY SOIL.
COPYRIGHT © ‘Associated Consultants Client Drawn Verified Projedt Drawing Ti Scale Sheet Size
copyright n cordenco UNIVERSAL PROPERTY A VENESS S. PRYSTUPA PROPOSED NEW RESIDENCE AT GENERAL NOTES SHEET3 [~As SHOWN! A1
agreement between Tod signe erie
Consuting py hat) and ts COMPANY H. GRAY s.prystupa _|71 SEAVIEW TCE, SUNSHINE BEACH Drawing Number
client. This drawing shall only
Used for this specific project. ESTABLISHMENT engineers & project managers © ORYSTUPA 137 No RDP RPAO7117 14517-N3
This drawing shal Noosa: 07 sea 9600 LOCAL AUTHORITY NOOSA
for ion u sense 5 Box 5, Noosa, GLO seo Signed Date MCU APPROVAL 14/0084 HORIZ DATUM MGA-DERIVED DCDB ee ee | Sheet Revision
‘igsued for construction inthe |_A__|27.1.16| OPERATIONAL WORKS APPROVAL AY. [email protected] iw fodconeuling com DECEMBER 2015 | ROL APPROVAL VERT DATUM AHD —AHD-PM103003 hl lali) 30f3 A
revision description. Rev] Date |Re' in Description Drawn ABN 99 128 805 336 OPW APPROVAL RL 41.410 {EMENT BAR - INCREMENTS IN mm
Page 35
STORMWATER DRAINAGE
4, ALL WORK IS TO BE CARRIED OUT IN ACCORDANCE WITH THE JOB
SPECIFICATION TO THE STANDARDS OF NOOSA COUNCIL, AND TO THE
APPROVAL OF THE ENGINEER.
2. THE CONTRACTOR IS TO LOCATE AND LEVEL ANY EXISTING SERVICES
BEFORE COMMENCING WORK AND IS TO REPORT ANY DISCREPANCIES
TO THE ENGINEER BEFORE PROCEEDING.
3.STORMWATER PIPES ARE TO BE THE SIZE AND CLASS SHOWN ON THE
PLAN AND UNLESS OTHERWISE SPECIFIED TO BE MIN. CLASS "2" PIPE IN
AMIN. CLASS "B" BEDDING. ALL PIPES ARE TO BE RUBBER RING
JOINTED. THE TYPE OF PIPE PROPOSED TO BE USED SHALL BE
APPROVED IN ADVANCE BY THE ENGINEER.
4. UNLESS OTHERWISE DIRECTED BY THE ENGINEER, ALL STORMWATER
DRAINAGE WORKS ARE TO BE IN ACCORDANCE WITH THE QUEENSLAND
DEPARTMENT OF TRANSPORT SPECIFICATION MRS11.03 (DRAINAGE,
RETAINING STRUCTURES AND PROTECTIVE TREATMENTS).
5. ALL STORMWATER PIPES ARE TO BE APPROVED BY THE ENGINEER
PRIOR TO CONSTRUCTION.
BIORETENTION/ONSITE
DETENTION BASIN. REFER
ADJACENT PLAN DETAIL.
HAND DIG TRENCH FOR DISCHARGE
PIPE, ALIGNMENT TO BE DETERMINED IN
CONJUNCTION WITH COUNCILS
REPRESENTATIVE,
kw
/ SHOWER
AREA
9375 INLET F
Z
SURFACE
WATER
OVERLAND /
~~ PREPARED BY FLOTH. REFER TO THEIR: —
DRAWING-SET-15252:H-02-002 TO 005 a —
~___ISSUE C FOR FURTHER INFORMATION. —
BY FLOTH. REFER TO-THEIR DRAWING.
-SET 15252-H-02-002 TO 005 ISSUE C
FOR FURTHER INFORMATION.
FLOW PATI
= FROM DESIGN
STORMWATER PLAN
1500 UNREDUCED AT A3
1:250 UNREDUCED AT At
=>
>
SURFACE | WATER OVERLAND..| FLOW PATH
j
STORMWATER TANK FROM DESIGN .
PREPARED BY FLOTH: REFER TOTHEIR
DRAWING SET 15252-H-02-002 TO 005 —~
ISSUE C FOR FURTHER INFORMATION.
_- RAINWATER TANK EROM DESIGN-—~
PREPARED BY FLOTH. REFER TO THEIR
DRAWING SET 15252+H-02-002 TO.005——
~~ ISSUE-C FOR FURTHER INFORMATION.
‘TABLE DRAIN PLACED BEHIND PILING ARRANGEMENT TO COLLECT ADJACENT
OVERLAND FLOW. DIRECT OUT PAST LINE OF PROPOSED SERVICE STRUCTURE.
100 uPVC SLOTTED PIPE, 10.0m LONG,
PLACED BELQW THE RL26.00 CONTOUR.
PROVIDE @40 ¥75 LONG SLOTTED HOLES
AT 1200 CRS ALONG-LENGTH OF PIPE.
PLACE CAPS ON PIPE ENDS. PIPE LAID
ON A 500 WIDE-x 500 DEEP ROCK’
WATER-
~ OVERLAND
FLOW PATH
BOULDERS TO FORM
‘SPILLWAY ANTI-SGOUR
_-PROTECTION.
MASS CONCRETE SURROUND.
5m LONG WIER (SPILLWAY) AT RL 37.00
RIP RAP ROCK PROTECTION. USE
400-500mm GRANITE BOULDERS TO FORM
SPILLWAY ANTI-SCOUR PROTECTION.
100 uPVC SLOTTED INFILTRATION PIPE
PIPE PLACED BELOW THE FILTER
MATERIAL EMBEDDED IN 10mm FREE
HATCHED AREA DENOTES 5m?
OF 400mm DEEP FILTER MEDIA
FOR BIORETENTION,
SPREAD WATER FROM TABLE DRAIN AND OVERLAND FLOW OVER PILE CAP.
CONSTRUCT PILE CAP AT NATURAL SURFACE LEVEL
ON SITE DETENTION.
T.W.L. 37.024
REFER TO LANDSCAPE ARCHITECTS.
DRAWINGS FOR DETAILS OF THE
PLANTING WITHIN THE BASIN.
B.W.L. 34.40
STORAGE = 52m?
BLOCKWORK RETAINING WALLS
TIMBER SLEEPER WALL
BIORETENTION AREA.
T.W.L. 34.40
B.W.L. 34.20
STORAGE = 1.5m?
DRAINING GRAVEL.
RETENTION
DETENTION/BIOR'
DISCHARGE ARRANGEMENT PLAN
1:200 UNREDUCED AT A3
49100 UNREDUCED AT At
ON SITE DETENTION/BIO-RETENTION
~_35.00-—
9375 INLET PIPE FROM DESIGN
PREPARED BY FLOTH. REFER TO THEIR
DRAWING SET 15252-H-02-002 TO 005
ISSUE C FOR FURTHER INFORMATION.
INLET PIPES TO DISCHARGE INTO THE ON SITE
DETENTION BASIN OVER THE CONCRETE
~~. SURROUND TO MINIMISE SCOUR
100 VERTICAL LOW FLOW OUTLET PIPE. ~
TOP OF VERTICAL PIPE AT RL 34.40
x
e
BASIN PLAN
1:200 UNREDUCED AT AS
4400 UNREDUGED AT At
DENOTES FINISHED SURFACE LEVEL.
BIORETENTION NOTES:
1, BIORETENTION MEDIA SPECIFICATION SHALL BE IN ACCORDANCE WITH THE FACI
“GUIDELINES FOR SOIL FILTER MEDIA IIN BIORETENTION
BIORETENTION HYDRAULIC CONDUCTIVITY SHALL BE IN ACCORANCE WITH
FOR ADVANCING BIOFILTRATION
THE FACILITY
. MEASUREMENT OF HYDRAULIC CONDUCTIVITY”,
TESTED SHALL
REFER TO THEIR
DRAWING SET
_ INLET PIPE FROM DESIGN
PREPARED BY FLOTH.
15252-H-02-002 TO 005
ISSUE C FOR FURTHER
_ INFORMATION.
STEPS DOWN TO
POOL PLANT
Y
FOR ADVANCING BIOFILTRATION “PRACTICE NOTE 1: IN SITU
THE NUMBER OF SAMPLES TO BE
BE IN ACCORDANCE WITH THE “WATER SENSITIVE URBAN DESIGN
8.00 AND WETLANDS" (WATER BY DESIGN).
\ EQUIVALENT, 0.5%
CONSTRUCTION AND ESTABLISHMENT GUIDELINES - SWALES, BIORETENTION SYSTEMS
2. UNDER-DRAIN: SLOTTED RIGID PIPE (uPVC OR SIMILAR TO AS 2439.1) OR APPROVED
MIN. GRADE. PIPE JOINS SHOULD BE GLUED USING PLUMBINIG
\ CEMENT. PIPE SHOULD NOT BE INSTALLED WITH A FILTER SOCK SURROUNDING PIPE.
™ REQUIREMENTS
~ UNDER-DRAINAGE PIPES SHALL BE SEALED
APPROVED WATERTIGHT SEAL.
3. REFER TO PROJECT DRAWINGS FOR VEGETATED BATTER SLOPES (1 IN 3 MAX, 1 IN 4
TYPICAL) AND BATTER TOPSOIL REQUIREMENTS.
4. FILTER CLOTH - NON-WOVEN GEOTEXTILE. FILTER CLOTH NOT TO BE PLACED BETWEEN
ANY FILTER LAYERS. IMPERVIOUS LINER MAY BE REQUIRED SUBJECT TO SOIL TESTING
INTO PITS USING GROUT OR OTHER,
IN ACCORDANCE WITH THE “WATER SENSITIVE URBAN DESIGN
TECHNICAL DESIGN GUIDELINES” (WATER BY DESIGN).
5. BASIN FINISHED SURFACE LEVEL IS TOP OF FILTER MEDIA. SURFACE TO BE MULCHED
AND PLANTED AS PER LANDSCAPE DRAWINGS.
6. CONSTRUCTION TOLERANCES AS DOCUMENTED IN THE “WATER SENSITIVE URBAN
DESIGN CONSTRUCTION AND ESTABLISHMENT GUIDELINES - SWALES, BIORETENTION
SYSTEMS AND WETLANDS” (WATER BY DESIGN) MUST BE ACHIEVED.
GECHNICAL DESIGN GUIDELINES” (WATER BY DESIGN).
8. ALL DIMENSIONS ARE IN MILLIIMETRES UNLESS OTHERWISE NOTED.
7. REFER LANDSCAPE DRAWINGS FOR PLANT SPECIFICATION. PLANT SPECIFICATION AND.
DENSITY SHALL BE IN ACCORDANCE WITH THE “WATER SENSITIVE URBAN DESIGN
This drawing is subject to
‘copyright in accordance with the
agreement between Tod
Consulting pty Itd (tc) and tc’s
client. This drawing shall only be
Used for this specific project.
‘This drawing shall not be used
for ion ui
"issued for constructor 27.1.16| OPERATIONAL WORKS APPROVAL AY.
revision description,
Date [Revision Descri Drawn
‘Associated Consultants
nra
architects
interiors
Client
UNIVERSAL PROPERTY
COMPANY
ESTABLISHMENT
engineers & project managers
‘Noosa: 07 5449 9600
‘Sunshine Coast: 07 §329 3190. Mackay: 07 4840 2397
OLD 4568
[email protected] www.todconsuling.com
"ABN 39 128 605 336
Drawn Verified
A. VENESS S.PRYSTUPA
Designed Verified
H. GRAY, S.PRYSTUPA
‘Approved RPEQ No
S. PRYSTUPA 1137
Signed Date
DECEMBER 2015
Project
PROPOSED NEW RESIDENCE AT
71 SEAVIEW TCE
SUNSHINE BEACH
RDP
RP197117
LOCAL AUTHORITY NOOSA
MCU APPROVAL
ROL APPROVAL
OPW APPROVAL
14/0084
HORIZ DATUM MGA-DERIVED DCDB
VERT DATUM AHD = AHD-PM103003,
RL 41.410
Drawing Title Scale [Sheet Size|
STORMWATER BASIN AND |~s SHOWN! A1
DISCHARGE Drawing Number
14517-OP31
0 10 20 30. 40 50 60 Sheet Revision|
wl 1Oof12 | A
Page 36
‘5m LONG WIER (SPILLWAY) AT RL. 37.00
\ SPILLWAY
Rl. 37.25 PATH TO POOL PLANT St;
— RL37.25 PATH TO POOL PLANT o_O TOP OF BLOCK WALL RL 37.20 "Ne
x Up. RUNOFF PATH OF DISCHARGE
ON SITE DETENTION TWL 37.024 \ . Ce
aL 3700 ——
100 OUTLET FROM
FOOTING REINFORCEMENT DETENTION/BIORETENTION
AS DETAILED &y
3 "Sty ON SITE DETENTION.
& fe, 8 Sup, TWL. 37.024 BLOCKWORK RETAINING WALLS
a
3 —_—= stn Soe, ACE poeta some 100 uPVC SLOTTED PIPE, 10.0m LONG, 8
Zz | 2\u SU, = Sem PLACED BELOW THE RL26,00 CONTOUR.
5 g|5 z oe PROVIDE @40 x 75 LONG SLOTTED HOLES
2 ° 5 AT 1200 CRS ALONG LENGTH OF PIPE.
5 RL 36,00 PLACE CAPS ON PIPE ENDS. PIPE LAID
aN | 9 — — — — — — —_ — — — — — — ON A 500 WIDE x 500 DEEP ROCK FIILED
7 —— 2 ~ INLET PIPES TO DISCHARGE TRENCH. 500
9 . INTO THE ON SITE DETENTION I
2 ~ BIORETENTION AREA. BASIN OVER THE CONCRETE
- T.W.L, 34.40 SURROUND TO MINIMISE
comin) REFER TO LANDSCAPE ARCHITECTS
200 eens DRAWINGS FOR DETAILS OF THE BW.L. 3420 SCOUR DISCHARGE ARRANGEMENT DETAIL
~ STORAGE = 1.5m? eo eee aaomeos
OR EQUAL TO. REINFORCEMENT (600 LAP) PLANTING WITHIN THE BASIN . 740 UNREDUGED AT AS
SHEP HEIGHT : 120 UNREDUCED AT AT
NOT TO SCALE RL 36.00
ON SITE DETENTION SECTION ~
TT QOUNREDUCEDATASSO~=*~CS~*~“CS~*~CS 100 VERTICAL LOW FLOW OUTLET PIPE.
{20 UNREDUGED ATA TOP OF VERTICAL PIPE AT RL 34.40 — RIP RAP ROCK PROTECTION. USE
VERTICAL REINFORCEMENT - i ™ 400-500mm GRANITE BOULDERS TO FORM
EACH SIDE OF JOINT ~ { \ SPILLWAY ANTI-SCOUR PROTECTION.
ON SITE DETENTION BWE'34.40 ~~ | )
OINT BLOCK 20.09 CONTROL _—_ > AF ETE ON TS pa ON
JOINT BLOCK GROUND BEAM GB1 to =. 5 ~.
| OUTDOOR SHOWER AREA =
8 HATCHED AREA DENOTES 5m?
= OF 400mm DEEP FILTER MEDIA
FOR BIORETENTION. USE °
\ LOAMY SAND AS PER IPWEA :
ELASTOMERIC SEALANT \_ STANDARD DRAWING
EACH SIDE OF JOINT R16-400 GALVANISED DOWEL BARS WSUD-003 7 =
300mm DEEP OF 10mm FREE , *A
DRAINING GRAVEL AS PER foe a
CONTROL JOINT - V.C.J IPWEA STANDARD DRAWING
Ved. - WSUD-003
1:40 UNREDUCED AT Aa
120 UNREDUCED AT AT 100 uPVC SLOTTED INFILTRATION PIPE
FOOTING STEPS TO WITH 150mm OF COVER IN 10mm FREE “
JOINTS TO BE PROVIDED AT 8000 MAX. CRS TYPICAL U.N. SUIT EXISTING DRAINING GRAVEL.
2 GROUND SLOPE. FILTER CLOTH AS PER IPWEA
BUILDER TO STANDARD DRAWING MASS CONCRETE SURROUND
DETERMINE ON SITE. WSUD-003,
POOL DECK
ON SITE DETENTION TWL 37.024
Se 7 HAND DIG TRENCH FOR @100 DISCHARGE
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COPYRIGHT © ‘Associated Consultants Client Drawn Verified Project Drawing Tile Scale [Sheet Size|
UNIVERSAL PROPERTY AVENESS _|S.PRYSTUPA __|PROPOSED NEW RESIDENCE AT STORMWATER BASIN AS SHOWN! At
Designed Verified
COMPANY H. GRAY s.prystupa _|71 SEAVIEW TCE, SUNSHINE BEACH DETAILS Drawing Number
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ESTABLISHMENT engineers & project managers Approved RPEQ No RDP RPAO7117 14517-OP32
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sin ca ag Signed bate MeOAPPROVAL sea HORWZ DATUM eboea¥eDocos Shea Risin
‘A_|27.1.46| OPERATIONAL WORKS APPROVAL AY. [email protected] ntodconsuting.com DECEMBER 2015 | ROL APPROVAL VERT DATUM AHD —AHD-PM103003 11 of 12 A
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REVISION CLIENT PROJECT SERVICE DRAWN ENGINEER
TM Brisbane address
GROUND LEVEL
283 ELIZABETH ST
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DRAWING TITLE
69 ROBERTSON STREET
H UNIVERSAL PROPERTY architects FORTITUDE VALLEY H
postal address
GPO BOX 353 4006 QLD 71 SEAVIEW TERRACE DRAWING SCALE
planners BRISBANE
COMPANY ESTABLISHMENT interiors QUEENSLAND 4001
AUSTRALIA
T + 61 7 3252 0977
E [email protected]
SUNSHINE BEACH PROJECT No DRAWING No REVISION
tel + 61(0)7 3229 5266 W www.floth.com.au
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DRAWING TITLE
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H UNIVERSAL PROPERTY architects FORTITUDE VALLEY H
postal address
GPO BOX 353 4006 QLD 71 SEAVIEW TERRACE DRAWING SCALE
planners BRISBANE
COMPANY ESTABLISHMENT interiors QUEENSLAND 4001
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T + 61 7 3252 0977
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G G
OPERATIONAL WORKS ISSUE
REVISION CLIENT PROJECT SERVICE DRAWN ENGINEER
TM Brisbane address
GROUND LEVEL
283 ELIZABETH ST
BRISBANE 4000
AUSTRALIA
LEVEL 2 CHECKED DATE
DRAWING TITLE
69 ROBERTSON STREET
H UNIVERSAL PROPERTY architects FORTITUDE VALLEY H
postal address
GPO BOX 353 4006 QLD 71 SEAVIEW TERRACE DRAWING SCALE
planners BRISBANE
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GROUND LEVEL
283 ELIZABETH ST
BRISBANE 4000
AUSTRALIA
LEVEL 2 CHECKED DATE
DRAWING TITLE
69 ROBERTSON STREET
H UNIVERSAL PROPERTY architects FORTITUDE VALLEY H
postal address
GPO BOX 353 4006 QLD 71 SEAVIEW TERRACE DRAWING SCALE
planners BRISBANE
COMPANY ESTABLISHMENT interiors QUEENSLAND 4001
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SUNSHINE BEACH PROJECT No DRAWING No REVISION
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! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! Appendix!2:!Rational!Method! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! 26! [OCR of page images] 7 aquaintel Appendix 2: Rational Method 26 ntelligent Water Management Solutions
Page 43
Flow Calculation 3
Flow Calculations
Step 1 Select time of concentration calculation method
Ensure you fill in the "Time of Concentration" sheet first
Elect one method - 1 for Bransby Williams, 2 for Pilgrim and Mcdermot, 3 for Qld DMR method, 4 for Modified Friend or 5 for adopted Tc
Method 5 Adopted Tc 6 min
Step 2 Select which IFD table to use
Elect to use either the calculated IFD table on the first sheet or the user input IFD table input below
Input 1 for calculated IFD or 2 for user input IFD
IFD table 1
Step 3 Select Runoff Coefficient Model
Elect either the rural or Urban Model
Input 1 for Rural or 2 for Urban
C Model 1
Flow by Rational Method Q=0.278*C*I*A
Return Period 1 2 5 10 20 50 100 25
C 0.48 0.48 0.48 0.48 0.54 0.6 0.63
tc (min) 6.00 6.00 6.00 6.00 6.00 6.00 6.00
I10 120.6 153.2 188.9 209.3 237.6 274.6 302.7
Q m3/s 0.19 0.24 0.30 0.33 0.42 0.54 0.62 0.4
Z:\AquaIntel Projects\2014022_Seaview_Tce_SWMP\hydrology\Rational Method_Seaview.xls 9/24/2014 2:51 PM
Page 44
IFD Table Generator 3
Rainfall Intensity in mm/h for various durations and Average Recurrence Intervals for
Tewantin
AVERAGE RECURRENCE INTERVAL (years)
DURATION 1 2 5 10 20 50 100 200 500
5 min 5 129 163 201 223 253 292 322 352 393
6 min 6 121 153 189 209 238 275 303 331 370
10 min 10 99 126 156 173 196 227 251 274 307
15 min 15 83 106 131 145 165 192 212 232 260
20 min 20 72 92 115 127 145 168 186 204 228
25 min 25 65 83 103 114 130 151 167 184 206
30 min 30 59 75 94 104 119 138 153 168 188
45 min 45 47.5 61 76 84 96 112 124 137 153
1 hour 60 40.4 52 65 72 83 96 107 117 132
1.5 hours 90 31.1 39.9 51 57 66 77 86 95 108
2 hours 120 25.7 33.1 42.6 48.3 56 66 74 82 93
3 hours 180 19.6 25.4 33.2 38.0 44.3 53 59 66 76
4.5 hours 270 14.9 19.4 25.8 29.8 35.0 42.0 47.6 53 61
6 hours 360 12.2 16.1 21.6 25.1 29.6 35.8 40.7 45.8 53
9 hours 540 9.33 12.3 16.9 19.7 23.5 28.6 32.7 36.9 42.9
12 hours 720 7.70 10.2 14.1 16.6 19.9 24.4 28.0 31.7 37.1
18 hours 1080 6.07 8.08 11.3 13.3 16.0 19.6 22.6 25.7 30.1
24 hours 1440 5.13 6.83 9.57 11.4 13.6 16.8 19.4 22.1 25.9
30 hours 1800 4.48 5.98 8.41 10.0 12.0 14.9 17.2 19.6 23.0
36 hours 2160 4.00 5.35 7.55 9.00 10.9 13.4 15.5 17.7 20.9
48 hours 2880 3.34 4.47 6.34 7.58 9.16 11.4 13.2 15.1 17.8
72 hours 4320 2.53 3.40 4.86 5.84 7.09 8.84 10.3 11.8 13.9
Note: 200 and 500 years are simple log-log extrapolations and not in accordance with AR&R
Z:\AquaIntel Projects\2014022_Seaview_Tce_SWMP\hydrology\Rational Method_Seaview.xls 9/26/2014 12:03 PM
[OCR of page images]
IFD Table Generator
Rainfall Intensity in mm/h for various durations and Average Recurrence Intervals for
Tewantin
AVERAGE RECURRENCE INTERVAL (years)
DURATION 1 5) 10 20 50. 100 200 500
5 min 5 129 163 201 223 253 292 322 352 393
6 min 6 121 153 189 209 238 275 303 331 370
10 min 10 99 126 156 173 196 227 251 274 307
15 min 15 83 106 131 145 165 192 212 232 260
20 min 20 72 92 115 127 145 168 186 204 228
25 min 25 65 83 103 114 130 151 167 184 206
30 min 30 59 75 94 104 119 138 153 168 188
45 min 45 47.5 61 76 84 96 112 124 137 153
1 hour 60 40.4 52 65 72 83 96 107 117 132
1.5 hours 90 31.1 39.9 51 57 66 77 86 95 108
2 hours 120 25.7 33.1 42.6 48.3 56 66 74 82 93
3 hours 180 19.6 25.4 33.2 38.0 44.3 53 59 66 76
4.5 hours 270 14.9 19.4 25.8 29.8 35.0 42.0 47.6 53. 61
6 hours 360 12.2 16.1 21.6 25.1 29.6 35.8 40.7 45.8 53
9 hours 540 9.33 12.3 16.9 19.7 23.5 28.6 32.7 36.9 42.9
12 hours 720 7.70 10.2 14.1 16.6 19.9 24.4 28.0 31.7 37.1
18 hours 1080 6.07 8.08 11.3 13.3 16.0 19.6 22.6 25.7 30.1
24 hours 1440 5.13 6.83 9.57 11.4 13.6 16.8 19.4 22.1 25.9
30 hours 1800 448 5.98 8.41 10.0 12.0 14.9 17.2 19.6 23.0
36 hours 2160 4.00 5.35 7.55 9.00 10.9 13.4 15.5 17.7 20.9
48 hours 2880 3.34 4.47 6.34 7.58 9.16 11.4 13.2 15.1 17.8
72 hours 4320 2.53 3.40 4.86 5.84 7.09 8.84 10.3 11.8 13.9
Note: 200 and 500 years are simple log-log extrapolations and not in accordance with AR&R
Z:\AqualIntel Projects\2014022_Seaview_Tce_SWMP\hydrology\Rational Method_Seaview.xls
9/26/2014 12:03 PM
Page 45
Runoff Coeff 3
Runoff Coefficients of Runoff for Queensland
Fill in either the rural or urban model information the select which to use on the next sheet
The IFD table and tc calcs will need to be right before these calcs are correct
Queensland
Rural Catchments
Table 3.5 Enter
Value
35
10
5
10
Total 60
Runoff Coefficient for Rural Queensland Catchments
ARI 1 2 5 10 20 50 100
C rural 0.48 0.48 0.48 0.48 0.54 0.6 0.63
Urban
Fraction Impervious 0.25
1
I10 72.2
C10 0.75
Runoff Coefficient for Urban Queensland Catchments
ARI 1 2 5 10 20 50 100
C urban 0.6 0.6375 0.7125 0.75 0.7875 0.8625 0.9375
Z:\AquaIntel Projects\2014022_Seaview_Tce_SWMP\hydrology\Rational Method_Seaview.xls 9/24/2014 2:52 PM
Page 46
Time of Concentration Calcs 3
Time of Concentration (tc)
Step 1 Calculate Equal Area Slope
Catchment flow path co-ordinates
Must start at ch 00 at downstream end
Point Chainage Elevation Slope delta L Catchment A Created A Linear (Created A)
A 0 0 36.36% 165
B 165 60 70
C
60
D
E
50
F
G 40
30
Created
Point x y 20
165 60.00
10
0 0
Equal Area Slope = 36.36% 0
0 50 100 150 200
Step 2 Estimate Time of Concentration
Stream Length 0.165 km mainstream length measured to catchment divide 165
2
Catchm't Area 0.011784 km
Bransby Williams
L 0.165 km 58L
A 0.011784 km
2
tc
Se 363.6 m/km
A0.1Se0.2
tc 4.6 min or 0.08 hr
Pilgrim and McDermott
A 0.011784 km
2 t c 0.76 A 0.38
tc 8.4 min or 0.14 hr
Queensland Main Roads Method for catchment areas up to 5 km2 Average Stream Velocities CA < 5 km2
Type of Average Slope of Approx Stream
L 0.165 km2 This calc adds on 10 mins for Country Catchment % Velocity (m/s)
Se 36.36 % overland flow to reach the stream Flat 0 to 1.5 0.3
V ave calced 3.00 m/s if stream length is less than 1km Rolling 1.5 to 4 0.7
(sect 3.5.9) Hilly 4 to 8 0.9
tc 10.92 min or 0.18 hr Steep 8 to 15 1.5
Very Steep >15 3
Queensland Main Roads for Catchments >5km2
Modified Friend for Rural Catchments - use only if you know the stream properties
L 0.165 km Length of flow path from catchment divide to outlet
n 0.04 Manning's n Rs is the hyd radius of the natural channel at the d/s end
R 0.56 m Hydraulic Radius = 0.75Rs for uniform stream 0.65Rs for appreciable variation
1/6
Ch 22.7 Chezy coefficient for entire stream length = R /n
8.5 L
2
A 0.011784 km Catchment Area
S 36.36 % Equal area slope
t
c
tc
V ave
1.4 min
2.00 m/s
or 0.02 hr
Ch. A 0 .1 S 0 . 4
Z:\AquaIntel Projects\2014022_Seaview_Tce_SWMP\hydrology\Rational Method_Seaview.xls 9/24/2014 2:53 PM
Page 47
! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! Appendix!3:!WBNM!results! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! 27! [OCR of page images] 7 aquaintel Appendix 3: WBNM results 27 ntelligent Water Management Solutions
Page 48
iWBNM Lite
iWBNM Lite
1 Project Details
Project ID 2014022
Project Description Proposed subdivision at Sunshine Beach - Existing Case
Project Location 71 Seaview Tce, Sunshine Beach
2 General Parameters 3 Rain Gauge Data
Lag Parameter (C) 1.49 Choose Rain Gauge from Database Add to Database: Name Tewantin Zone 3 Add
Stream Lag Factor 1 2yr 50yr
Tewantin
Calculation Timestep 1 mins 1 hr 52 94.22 4.4 F2 Ave Rain 1649
Initial Loss 10 mm Tewantin 12 hr 10.3 23.72 17.61 F50 %Rough 0
Continuing Loss Rate 2.5 mm/hr 72 hr 3.43 8.58 0.11 G MAF (0.0-1.0) 0.87
4 Topology 5 Structure Data
Subarea Name Connects to Area Impervious Subarea IWL Storage_Fac Type Elevation Storage
SINK ha % m m3
1 External C1 0.2856 75 Weir 1 2 Pipe/Box 1 2 3
2 C1 Outlet 0.2265 0 Diverts to Sub Diverts to Sub
3 C2 Outlet 0.349 0 Crest Elev [m] Invert [m]
4 C3 SINK 0.3173 0 Length [m] No. Barrels
5 Outlet SINK 0.0001 0 Weir Coeff Ent. Type
6 Disch-Factor Dia/(Width)[mm]
7 Directed to (Height)[mm]
8 Delay [mins] Disch-Factor
9 Directed to
10 Delay [mins]
Total 1.2 18.2
6 Storm Data 7 Save & Run
Storm ARI Duration [mins]
1 1 25 Save & Run Shortcut: Shift + Ctrl + L
2 2 25
3 5 25 Most Recent File: Z:\AquaIntel Projects\2014022_Seaview_Tce_SWMP\hydrology\E01\E01.wbn
4 10 25 Location of WBNMRun.exe: Z:\Eng Tools\Hydrology\WBNM\Wbnm2007\WBNMrun.exe
5 20 25
6 50 25
7 100 25
8 PMF 15
8 Results
RESULTS FOR: Z:\AquaIntel Projects\2014022_Seaview_Tce_SWMP\hydrology\E01\E01_Meta.out
Storm 1 2 3 4 5 6 7 8 Hydrographs
1 Yr 25 Min 2 Yr 25 Min 5 Yr 25 Min 10 Yr 25 Min 20 Yr 25 Min 50 Yr 25 Min 100 Yr 25 Min PMF Yr 15 Min 2.5
Peak Flowrates at Subarea Outlet [Q m3/s] Outlet(1 Yr
15 Min)
External 0.097 0.124 0.153 0.170 0.193 0.201 0.222 0.843
Outlet(2 Yr
C1 0.139 0.188 0.240 0.270 0.311 0.329 0.365 1.412 15 Min)
2
C2 0.077 0.111 0.147 0.167 0.195 0.208 0.233 0.931 Outlet(5 Yr
15 Min)
C3 0.071 0.102 0.135 0.154 0.18 0.191 0.214 0.849 Outlet(10
Yr 15 Min)
Outlet 0.216 0.298 0.387 0.437 0.506 0.536 0.598 2.343
Outlet(20
1.5 Yr 15 Min)
Outlet(50
Flowrate [m 3/s]
Yr 15 Min)
Outlet(100
Yr 15 Min)
1 Outlet(PMF
Yr 15 Min)
()
()
Inflow Peak m3/s 0.5
()
Outflow Peak m3/s
Inflow Volume m3 ()
Max Vol Stored m3 ()
0
Max Water Elev m
0 10 20 30 40 50 ()
()
-0.5
Time [mins]
1
Page 49
WBNM%–%Mitigated%Case%Catchment%2%%
(ADVANCED(INFERFACE(OUTPUT)%
%
%
%
%
% %
[OCR of page images]
WBNM - Mitigated Case Catchment 2
(ADVANCED INFERFACE OUTPUT)
Ss iWBNM
eee
[ntsiseup
Clear ALL
Project INI
Import
Folders.
Full Path for WBNMRun.exe:
Default Opening Directory:
[Build Edt Preamble™
Project ID: 2014022
Project Description: Proposed subdivision at Sunshine Beach - Developed Case
Comments: Project Location: 71 Seaview Tce, Sunshine Beach
_|s
Catchment Statistics
Total Area [ha]
Total impervious Percent [%]
No. of Subareas
No, of Subareas with WC Factor
Routing Options ‘Sort Subareas Import MidMif Populate Populate Continuing Loss Rate =I |
1.6 01 R 1 0 25 0
[Piisttereatiane 0S Subsrea [Area] COCoords (WGA) | Outet Coores WGA) [mpFracton] [CT Imlay |[ tye vate Pky ck | mt
na E u E " % om _mvhe om
D1a_Driveway SW_Tank 0.026] 0 0 0 0 100 149 01 R 1 10 25 0
OPW_Green_Ro SW_Tank 0.067] 0 0 0 0 100.0 149 04 R 1 10 25 0
OPW_Lower_A D2b 0.024) 0 0 0 0 0.0 149 01 R 1 10 25 0
OPW_Lower_B Basin 0.057] 0 0 0 0 480 149 01 R 1 10 25 0
SW_Tank Basin 0.001) 0 0 0 0 0 149 04 R 1 10 25 0
OPW_Roof Basin 0.022) 0 0 0 0 100.0 149 01 R 1 10 25 0
Basin D2b 0.003 0 0 0 0 00 149 01 R 1 10 25 0
D2b SINK 0.221 0 0 0 0 0.0 149 01 R 1 10 25 0
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Structure Statistics
No. of Structures
No, of Outlet Structures
No. Local Structures
Populate after steps 2.2 &
Update Sub List | _ Shows Show 10 Show20 Shows0 | GOTO Fuse Directed Subs
ar
—
Outlet Structure 1
TRUE 2 Basin HS Basin
Lock/Unlock ALL
SOc
Build Structure Templates From Structure Summary
Build ALL Build Unlocked Delete Unlocked
Edit Individual Structure Templates
[Tr -. oumer, [2s over 5
1 3 3
el Weir 4 7 3 3
Subsea Basin ubstes| 020
Crestelu, 08 Crest, 26
Length [mn] 1 Length rn} S
WeirCoett, 1.7 weir cowti{_t
Diech Fact Disoh Fao) 1
Btck_Time lok Time.
Diectedto TOP. Diectedto, TOP
Delay(mins] 0 Deslay[mins] 0
PipelBox 4 2 3 4 5 6 | Pipettox 14 2 3 4 5 6
Substes| Basin subates| 020
ve 0. Ive 0.
No 2 No 4
EmType 1 Em.Type 1
Dias Width 225 Dia! visth, 100
Height Height
Disch Fact Disoh Fae) 1
Eck_Time ick Time.
Diestedto TOP. Dieciedto, TOP
Delayfrins] 0 Delayfmins]) 0
Hs 1 2 3
ub
DF actor
time
Te
Delay
H 5 Hl s H 8 a a2 a
im ma. m ma m mo mls mle mat
0 0 0 0
02 8 1 1425
04 15 2 325
06 23 254725
08 31 3 655
1 37
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_Js
\Users\Darrin DeY oung\Dropboxi2014
View Results at Location:| OUTLET Outflow x Flowrates Volumes Time to Peaks
_Seaview_Tce_SWNPDetalled Design\002_hydrologyWBNMMO7_Meta.out
Duration 28 25 2s 25 25 25 60
Catchment Area 0.42 0.42 0.42 0.42 0.42 0.42 0.42
Impervious percent (%) 33.81. 33.81 33.81 33.81 33.81 33.81 33.81
RainfallDepth (mm) 27.38 «34.53 4247 «46.99 53.29 61.5 103.25
Excess Rainfall (mm) 20.29: 2742 35.33.3982 46.12 54.3 95.2
Runoff Depth (mm) 19.72 26.72 34.55 38.95 45.08 53.05 87.93,
Time to Rain Peak (mins) 15 15 15 5 15 15 25
PEAK OUTLET Outflow
Dia Driveway 0.009 0.012, 0.014 0.016 0018 0.019 0.019
OPWGreenRo 0.024 0.03 0037 0.041 0.046 «= 0.048 0.049
opwlowerA 0.008 0.01 0.013 0.014 0016 0.017 0.017
opwiower8 0.019 0.025 0.031 0.034 0.039 0.04 0.042
‘SW_Tank 0.03 0.038 0.047 0.052 0.06 0.063 0.063
OPW_Roof 0.008 0.01 0.012 0.013 0018 0.016 0.016
Basin 0.027 «0.031 0.036 = 0.038 0.041 0.085 0.169
Da «0.078. «S006. 0.136 = 0.153 0.176 «0.187 0.227,
le
Results for Runfil
Wsers\Darrin DeYoung\Dropbox\20 140:
eaview Tce SWMPDetalled Designi002 hydrology WENMMO7 Meta.out
Duration 25 25 25 25 25 2 60
Catchment Area 0.42 0.42 0.42 0.42 0.42 0.42 0.42
Impervious percent (%) 33.81. 33.81 33.81 33.81 33.81 33.81 33.81
Rainfall Depth (mm) 27.38 «34.53.4247 = 46.99 53.29 61.5 103.25
Excess Rainfall (mm) 20.29 27.42 36.33, 39.82 46.12 54.3 95.2
Runoff Depth (mm) 19.72 26.72 34.55 38.95 45.08 53.05 87.93
“Time to Rain Peak (mins) 15 15 15 15 15 6 25.
OUTLET Results
OUTLET Stre on: SW_Tank
Inflow Peak (m/s) 0.033 0.041 0.051 0.056 0.064 0.066. 0.069
Outflow Peak (mas) 0.03 0038 0.047_——0.052 0.06 0.063 0.063
Inflow Volume (m3) 25 32 39 44 49 57 96
Max Vol. Stored (m3) 5 6 7 8 9 9 9
Max Water Elevation (m) 0.114 0.144 0.178 0.196 0.224 0.233 0.233
OUTLET Stre on: Basin
Inflow Peak (ms) 0.058 0.074 0.091 0.101 0.116 0.121 0.123
Outfiow Peak (mas) 0.027 0.031 0.036 0.038 0.041 0.085 0.169
Inflow Volume (m3) 44 56 70 78 89 103 175
Max Vol. Stored (m3) 20 28 36 41 48 51 52
Max Water Elevation (m) 1336 1.711 2101 «228325322608 = 2.624
Page 52
! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! Appendix!4:!Bioretention!Maintenance!Manual! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! 28! [OCR of page images] 7 aquaintel Appendix 4: Bioretention Maintenance Manual 28 ntelligent Water Management Solutions
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Bioretention( Maintenance( and(
Operational(Manual!
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71!Seaview!Terrace,!Sunshine!Beach!
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AquaIntel!Pty!Ltd!
t:!+7!5414!7185!m:!0400!436!391!
e:[email protected]!
w:!www.aquaintel.com.au!
ACN:!153!875!953!!ABN:!83!572!946!845!
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[OCR of page images]
Bioretention Maintenance and
Operational Manual
71 Seaview Terrace, Sunshine Beach
Aquaintel Pty Ltd
t: +7 5414 7185 m: 0400 436 391
e: [email protected]
w: www.aquaintel.com.au
ACN: 153 875 953 ABN: 83 572 946 845
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Contents!
1( INTRODUCTION! 2(
2( STORMWATER!QUALITY!IMPROVEMENT!DEVICES! 3(
2.1( BIORETENTION!SYSTEM! 3(
3( MAINTENANCE! 4(
3.1( FREQUENCY!OF!INSPECTIONS! 4(
3.2( RESPONSIBILITY! 4(
3.3( MAINTENANCE!AND!RECTIFICATION!WORKS! 4(
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APPENDICIES!
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Appendix!1:!Locality!Plan!and!Design!Drawings! 5(
Appendix!2:!Bioretention!Inspection!Checklists! 6(
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[OCR of page images]
Contents
1 INTRODUCTION 2
2 STORMWATER QUALITY IMPROVEMENT DEVICES 3
2.1 BIORETENTION SYSTEM 3
3 MAINTENANCE 4
3.1 FREQUENCY OF INSPECTIONS 4
3.2 RESPONSIBILITY 4
3.3. MAINTENANCE AND RECTIFICATION WORKS 4
APPENDICIES
Appendix 1: Locality Plan and Design Drawings 5
Appendix 2: Bioretention Inspection Checklists 6
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1 Introduction!
This!manual!outlines!the!ongoing!maintenance!and!operational!requirements!for!the!
stormwater! quality! improvement! devices! to! be! implemented! at! the! residential!
development! for! 71! Seaview! Terrace,! Sunshine! Beach.! ! This! document! details! the!
types!of!devices!that!have!been!installed,!their!locality!and!associated!maintenance!
checklist!and!scheduling!to!ensure!they!continue!to!function!as!intended.!
The! water! quality! improvement! devices! implemented! on! this! site! include! a!
bioretention! basin! that! acts! to! effectively! achieve! the! required! water! quality!
objectives.!!Vegetated!assets!such!as!bioretention!can!reduce!the!potential!impacts!
of! urban! stormwater! on! the! water! quality! of! the! receiving! environment! provided!
they! are! well! planned,! designed! and! constructed.! ! However,! they! also! require!
maintenance!to!function!effectively!and!to!continue!to!meet!the!designed!outcomes.!!
The!implications!of!not!maintaining!vegetated!stormwater!assets!include:!
• Assets! fail! to! manage! stormwater! quality,! which! can! result! in! negative!
ecological! impacts! in! downstream! water! bodies! and! pose! liability! issues! for!
the!asset!owner;!
• Poor!amenity;!
• Health!and!safety!problems,!such!as!mosquitoes!or!offensive!odours;!
• The!cost!of!returning!the!asset!to!a!functional!state!(i.e.!rectifying!the!asset)!
can!often!be!substantially!more!than!the!cost!of!routine!maintenance;!
• The!value!of!the!asset!is!reduced.!
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2 Stormwater!Quality!Improvement!Devices!
2.1 Bioretention!System!
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Bioretention! systems! use! ponding! above! a! treatment! surface! to! maximise! the!
volume! of! runoff! flowing! through! the! filtration! media.! They! typically! convey! flows!
above! the! design! event! through! overflow! pits.! ! The! treatment! system! operates! by!
firstly!filtering!surface!flows!through!surface!vegetation!and!then!percolating!runoff!
through! prescribed! filtration! media.! ! This! media! provides! treatment! through! fine!
filtration,!extended!detention!and!biological!uptake!of!nutrients.!!They!also!provide!
flow! retardation! for! smaller! events! and! are! particularly! efficient! in! removing!
nutrients.! ! These! devices! can! be! installed! at! various! scales,! from! planter! boxes! in!
streetscape!to!within!large!detention!basins.!!
The! bioretention! systems! proposed! to! treat! the! runoff! generated! from! the!
development! site! before! being! discharged! into! the! natural! overland! flowpath!
downstream!of!the!site.!
As! these! systems! take! approximately! 12X24hrs! to! drain,! the! maximum! depth! of!
pondage! allowed! to! occur! over! the! filter! area! has! been! limited! to! 200mm.! ! The!
depth!of!the!filter!media!has!been!limited!to!400mm.!!The!basin!is!to!be!planted!out!
with! native! species! which! are! adaptable! to! a! wet/dry! soil! environment.! The! basin!
will! require! maintenance! such! as! weeding! and! replanting! if! plants! are! damaged! or!
die.!!
An!overview!of!the!bioretention!basin!is!provided!in!the!table!below.!!Locality!plans!
of!the!basin!is!attached!in!Appendix!1.!
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Bioretention!Filter!Area!
ID! Catchment!Area!(ha)!
(m2)!
Bio! 0.172! 5!
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3 Maintenance!!
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The!maintenance!of!any!stormwater!quality!improvement!device!will!ensure!that!the!
system! functions! as! intended! through! the! asset! life.! ! To! assist! the! asset! owner! in!
maintaining! the! devices! a! checklist! has! been! developed! which! identifies! key! areas!
that! should! be! routinely! inspected,! cleaned,! maintained! and! rectified! as! required.!!
The!checklist!for!the!bioretention!systems!is!provided!in!Appendix!2.!
3.1 Frequency!of!Inspections!
The! frequency! at! which! inspection! of! the! devices! occurs! is! an! important! aspect! of!
maintaining! the! asset.! ! Inspections! should! occur! once! every! 2! months! in! the! wet!
season!and!once!every!4!months!in!the!dry!season.!!The!table!below!outlines!when!
routine!inspections!of!the!assets!should!occur!over!the!next!5!years.!
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Year! Jan! Feb! Mar! Apr! May! Jun! Jul! Aug! Sep! Oct! Nov! Dec!
2014! ! ! ! ! !! ! ! ! !! ! !! !
2015! !! ! !! ! !! ! ! ! !! ! !! !
2016! !! ! !! ! !! ! ! ! !! ! !! !
2017! !! ! !! ! !! ! ! ! !! ! !! !
2018! !! ! !! ! !! ! ! ! !! ! !! !
Note:!In!addition!to!the!above!routine!inspections,!each!device!should!also!be!
inspected!following!a!significant!rainfall!event.!
3.2 Responsibility!
It! is! the! responsibility! of! the! landholder! to! maintain! and! operate! the! devices!
described! in! this! manual.! ! Council! should! identify! this! new! asset! to! the! designated!
officer! who! shall! be! responsible! to! managing! the! inspections,! maintenance! and!
rectification!of!the!system!as.!
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Records!should!be!kept!in!a!suitable!location!that!is!accessible!to!the!landholder!and!
Council!officers!(as!required).!
3.3 Maintenance!and!Rectification!Works!
To!ensure!the!effective!operation!of!the!systems,!any!maintenance!or!rectification!
works!should!be!completed!as!soon!as!practical!after!the!issue!has!been!identified.!!
For!items!that!may!require!more!time!to!rectify,!works!should!be!completed!as!a!
minimum!before!the!next!scheduled!maintenance!inspection.!
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[OCR of page images]
Appendix 1: Locality Plan
Intelligent Water Management Solutions
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GPT!
LEGEND) Data)Source)Notes:) Project:))!71!Seaview!Terrace!Stormwater!Management!Plan!
! !! Proposed!development!
layout!provided!by!TOD! !
!!!!!!!!!!!!!!!!!Roof!Area
! !! ! !BioretenDon !!!!!!!!!!!!Piped!Overflow! ConsulDng!for!use!in!this! !
! ! !! invesDgaDon.! )Figure)5)WSUD)Strategy!
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!Paved!Areas
!! ! !Site!Catchment !!!!!!!!!!!!Flow!DirecDon! ! !
! ! !! Date:)29/01/15 !!
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!Grassed!Areas
!! ! !External!Catchment! Drawn)by:)KM!
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[OCR of page images]
LEGEND
Roof Area
Paved Areas
Grassed Areas
|| Bioretention —> Piped Overflow
[] Site Catchment ——> Flow Direction
External Catchment
Data Source Notes:
Proposed development
layout provided by TOD
Consulting for use in this
investigation.
Project: 71 Seaview Terrace Stormwater Management Plan
Figure 5 WSUD Strategy
Date: 29/01/15
Drawn by: KM
And
aquaintel
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Appendix 2: Bioretention Inspection Checklists
Intelligent Water Management Solutions
Page 61
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What%to%look%for% Performance%Indicator%(PI)% Condition%Rating*% Maintenance%Undertaken**% Additional%Work%Needed%
SURROUNDS%
No!damage!that!poses!a!risk!to!
Damaged%or%removed%
public!safety!or!structural! ! ! !
structures%(e.g.!traffic!bollards)!
integrity!
INLET%
Inlet!is!structurally!sound!and!
Erosion% there!is!no!evidence!of!erosion! ! ! !
or!subsidence!/!settlement!
No!damage!that!poses!a!risk!to!
Damaged%or%removed%
public!safety!or!structural! ! ! !
structures%(e.g.!weir)%
integrity!
Sediment,%litter%or%debris% No!blockage! ! ! !
BATTER%SLOPES%AND%BASE%INVERT%
Minor!erosion!only!that!does!
not!prose!a!risk!to!public!safety!
Erosion% ! ! !
or!structural!integrity!and!would!
not!worsen!if!left!unattended!
Crust%of%fine%sediment% No!surface!crusting! ! ! !
No!surface!depressions!or!
Depressions%or%mounds% ! ! !
mounds!>!100mm!
Filter!media!is!draining!freely,!
whereby!water!is!not!ponded!
on!the!surface!for!more!than!12!
Hydraulic%conductivity%or%
hours!after!rainfall!and!there!is! ! ! !
permeability%
no!obvious!impermeable!or!
clayElike!surface!of!the!filter!
media**!
Clean!out!points!not!damaged!
Underdrains%/%clean%out%points% ! ! !
and!end!caps!securely!placed!
2!
Litter% Maximum!1!piece!litter!per!4m ! ! !
[OCR of page images]
What to look for
SURROUNDS
Damaged or removed
structures (e.g. traffic bollards)
INLET
Erosion
Damaged or removed
structures (e.g. weir)
Sediment, litter or debris
Performance Indicator (PI) Condition Rating*
No damage that poses a risk to
public safety or structural
integrity
Inlet is structurally sound and
there is no evidence of erosion
or subsidence / settlement
No damage that poses a risk to
public safety or structural
integrity
No blockage
BATTER SLOPES AND BASE INVERT
Erosion
Crust of fine sediment
Depressions or mounds
Hydraulic conductivity or
permeability
Underdrains / clean out points
Litter
Minor erosion only that does
not prose a risk to public safety
or structural integrity and would
not worsen if left unattended
No surface crusting
No surface depressions or
mounds > 100mm
Filter media is draining freely,
whereby water is not ponded
on the surface for more than 12
hours after rainfall and there is
no obvious impermeable or
clay-like surface of the filter
media**
Clean out points not damaged
and end caps securely placed
Maximum 1 piece litter per 4m?
Maintenance Undertaken**
Additional Work Needed
Page 62
Unusual%odours,%colours%or%
None!detected! ! ! !
substances%(e.g.!oil!and!grease)%
Minimum!95%!vegetation!cover!
Vegetation% ! ! !
(minimal!bare!patches)!
Plants!healthy!and!free!from!
% ! ! !
disease!
% Average!plant!height!>!500mm! ! ! !
Maximum!10%!of!surface!
Algal%or%moss%growth% ! ! !
covered!in!algae!
% No!moss!growth! ! ! !
OUTLET!(overflow!weir!and!pipe)!
Outlet!is!structurally!sound!and!
there!is!no!evidence!of!erosion!
Erosion% or!subsidence!/!settlement,! ! ! !
including!around!edges!of!rock!
protection!or!toe!of!weir!
No!damage!that!poses!a!risk!to!
Damaged%or%removed%
public!safety!or!structural! ! ! !
structures%(e.g.!weir)%
integrity!
Sediment,%litter%or%debris% No!blockage! ! ! !
No!downstream!impediments!to!
the!release!of!water,!no!erosion!
Outlet%freely%draining%to% or!damage!to!the!outfall!
! ! !
receiving%waterway! structure,!and!no!evidence!of!
malfunction!(e.g.!excessive!
sediment!accumulated)!
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*!1!–!PI!met;!2!–!PI!met!after!maintenance!activity!undertaken;!3!–!Additional!maintenance!required;!4!–!Rectification!may!be!required;!NI!–!Not!Inspected;!N/A!
–!Not!Applicable!
**!Quantify!where!possible!e.g.!amount!(volume!or!weight)!of!sediment!or!litter!removed!
[OCR of page images]
Unusual odours, colours or
. None detected
substances (e.g. oil and grease)
Minimum 95% vegetation cover
(minimal bare patches)
Plants healthy and free from
disease
Vegetation
Average plant height > 500mm
Maximum 10% of surface
Algal or moss growth
8 8 covered in algae
No moss growth
OUTLET (overflow weir and pipe)
Outlet is structurally sound and
there is no evidence of erosion
Erosion or subsidence / settlement,
including around edges of rock
protection or toe of weir
No damage that poses a risk to
public safety or structural
integrity
Damaged or removed
structures (e.g. weir)
Sediment, litter or debris No blockage
No downstream impediments to
the release of water, no erosion
Outlet freely draining to or damage to the outfall
receiving waterway structure, and no evidence of
malfunction (e.g. excessive
sediment accumulated)
* 1—PI met; 2 — PI met after maintenance activity undertaken; 3 — Additional maintenance required; 4 — Rectification may be required; NI — Not Inspected; N/A
— Not Applicable
** Quantify where possible e.g. amount (volume or weight) of sediment or litter removed
Used in these records
OPW16/0021- Operational Works Application 2 of 4Related documentApplication case desk ↗
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