N13078 - 2014.10.17 - 2 Of 2

Page 2

 

Zz

148

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

  

 

 

 

 

 

 

NOTE:
REFER TO N13078-131 FOR B10
DETENTION BASIN NOTES AND DETAILS. FAUNA CROSSING SETOUT BIO-RETENTION BASIN DETAILS
POINT [EASTING [NORTHING] RL PARAMETER BASIN
- ee eee a FILTER SURFACE AREA (nm) 560
- - : FILTER SURFACE LEVEL (m) 7.30
FILTER MEDIA DEPTH (mml 400
© 3 © TEMPORARY PONDING AREA (m?) 1080
l TEMPORARY PONDING DEPTH (mm) 300
= DODONAEA CLOSE - STORAGE VOLUME (m3) 1210
i TOP OF EMBANKMENT (m) 9.30
EMERGENCY WEIR LEVEL (m) 9.00

TING

144

  

DETAIL ON DRG.

X-NDBOIS-TIT X-NI3078-BASE X-NI3078-CONTOURS USR: Curtis Boorman

    
   

      
 
     
     
   
  
       
   
 
    
   
    
  

REFER OUTLET THROUGH ROCKWALL

"NS. 9
&

S

@

DRIVEWAY CROSSOVER TO
IPWEAG STD DRG. SEQ R-050,

VF
TW. 9.6799)
BW. 9.1

 

 

 

 

4506 RCP

PROVIDE 4.0m? ROCK PROTECTION
Dgy = 200mm L = 2.0m

CULVERT CROSSING DETAIL
SCALE (A1) 1:100

  

  
  

    

 

 

 

 

 

   

REFER I.P.W.E.A.Q. STD. DRG.
WSUD-006 FOR WEIR DETAILS

SUBSOIL DRAIN
CLEANOUT POINTS

 

1.2m FOOTPATH

3.50m WIDE TURFED ACCESS
TRACK AT MAX GRADE 1 IN &

 

63

%

 

 

DESIGN SURFACE CONTOUR
SLOTTED PVC PIPE WITH C.l. CAP

—
SUBSOIL CLEAN OUT POINT
"CORAAAOAG0: PROPOSED BLOCKWORK RETAINING WALL
(1.00) WALL HEIGHT (IN METRES)
‘SW0——— PROPOSED STORMWATER PIPE

 

 

BASIN WALL SETOUT

 

SAFETY FENCE - AS DETAILED
STEEL BEAM GUARDRAIL

ROCK ARMOURING SCOUR PROTECTION
BASIN FILTER AREA

DETENTION AREA

BASIN FILTER SETOUT

 

 

 

 

 

 

 

_WER LeveL 9.00 _

 

 

 

POINT [EASTING [NORTHING POINT [EASTING [NORTHING
1 527.434 1161.158 A 5259.560 7185.480
Te 2 5244.987 175.941 B 5280.703 1203.295
/ ewe | 3 5278.841 1204.471 c 5282.041 1208.404,
TWIGRUSH COURT—. 4 5279.920 1208.597 D 5281.374 1216.756
~~ - 5 5279.236 1217.143 E 5283409 1216.919
ay \STEEL GUARD RAIL. REFER 6 5282.814 121.342 F 5292464 1215.21
te T.M.R. STD. DRG. 1474 1 5284.618 121.449 G 5300.096 1206.152
X 8 5294.374 — 1216.373 J 5266.095 1177.504
9 5303.253 1208.228 ;
10 5303.297 1206.090
" 5254.418 164.919
2 5242.182 154.610
» SETOUT IS TO BOTTOM OF WALL
STORAGE VOLUME TO
RL_9.30 = 1210m
ROCK SIZE (Deg): ACCESS TRACK SETOUT
146 Dsp ON THE ENGINEERING PLANS SHOW CH 0.000 £5224.777 N1153.586
ROCK WORKS DENOTED AS HAVING CH 0.001 £524.78 N1153.586
SIZES OF Dsp. Dsp CORRESPONDS TO THE R=30.000
MEDIAN DIAMETER OF WHICH HALF OF 2749'55.25"
I THE ROCK SIZES SHALL BE GREATER 248
fap—~'50D SMOOTH WALLED SLOTTED PVC PIPE - : AND HALF OF THEM SHALL BE a
MIN U5% GRADE AND MAX 2.5m SPACINGS 375 OUTLET PIPE. REFER = SMALLER. THE ROCK SHALL BE WELL ARC=14.224
“ti. r DRG. N13078-131 FOR DETAILS. GRADED AND HAVE A MAXIMUM SIZE NO CC E5217.464 N1182.681
Sek, 600x600 FIELD INLET GREATER THAN 30% AND A MINIMUM IP €5231.808 N1155.353
5 Sa WITH GRATED LID. SIZE NO SMALLER THAN Dsy. FOR CH 14.225. £5237.255 N1160.135
5 7.44 EXAMPLE IF Dsp = 400mm IS SPECIFIED, CH 30.409 £5249.418 N1170.811
THE EQUIVALENT ROCK DIAMETER
RANGES FROM 280mm TO 520mm.
_ N13078-131 BIO RETENTION AREA 540m?
SPILLWAY LOCATION AT RL 9.00
PROVIDE 20m? ROCK PROTECTION D% } ~ LOT 146 - 2 TOP OF WALL Pa
ROCK = 300mm @ 2 x 300mm THICK | TOP OF WALL MIN RL 9.30 0.50
WITH GEO-TEXTILE UNDERLAY LIN 4 ; MIN RL 9.30

a

  

   

 

 

 

 

SECTION

  

 

BIO-RETENTION AREA 540m’,

REFER N13078-131 FOR FILTER DETAILS

SCALE (AN): 100 \- 77

SCALE (A3):1:200

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

snr Tons Dea] OnE SENET METEST TORO Tr SENT SATO
auenowene DETARS DESIGN cHECK SURVEYOR: RPS
ee t INNOVATION PARKWAY, BIRTINYA QM PROPERTIES q CCONGULT AUSTRALIA STORMWATER DRAINAGE
3 Ph (07) 5436 7888 Fax (07) 5493 6630 BIO DETENTION BASIN C
. BL | Co | 10% | AMENDMENTS PER COUNEL RFT an 5 { 5 * A PROGECT
Bic DRAWN CHECK] * A PROJECT No. ‘APPROVED SHAUN PILCHER RPEQ 16593 Benn Consulting (QLD) Pty Ltd Gul LAYOUT PLAN AND SECTIONS
“ib MATHEW HLL RPEQ 1578 LAKE DOONELLA NOOSA ;. ieee a CD Ate med
ie N13078 J fee aREnT THOAS RPED Tet STAGE Ci - C6 Start Consulting  '}!sesintevn iy 0 tne Garay [bene Rowen N13078-130 7
ue FOR & ON BEHALF OF BROWN CONSULTNG (LOI PTY LTa otet Catt tas fp Hien anne Teeth

 

 

 

Page 3

 

Fu

Cl. CAP. EXTEND CAP TO

APPROX. 100mm ABOVE
BIO-RETENTION SURFACE.

SCREW CAP FIXED USING 3 SCREWS

EXTEND LINER 300mm UNDER

 

FILTER MEDIA, DEPTH VARIES - SANDY LOAM
CONSISTENT WITH CURRENT FAWB SPECIFICATIONS.

TRANSITION LAYER - DEPTH 100mm E
COARSE SAND - NOMINAL PARTICLE SIZE 1mm
150mm x 150mm CONCRETE
SURROUND TO CLEANOUT RISER LINER TO EXTEND 300mm INTO MEDIA
AND BE FIXED TO PERIMETER OF PIT

]
STORMWATER QUALITY W.S.L

 

 

0.30m

 

 

TOPSOIL AND PIN TO EMBANKMENT ——"—J JOT |
SUBSOIL DRAIN CLEANOUT - PVC PIPE (NON |_0.50m
SLOTTED) AND CONNECTOR CLEANOUTS AT 2 MING
HEAD OF SUBSOIL DRAIN AS SHOWN ON PLAN ‘

 

 

 

 
      

[' e

TYPE 1 FIELD INLET
1 cuRFACE LEVEL, INVERT LEVEL,
| AND SIZE AS SPECIFIED.

Sp====

 

 

 

 

GRAVEL DRAINAGE LAYER - DEPTH

50mm

 

VARIES (200mm MIN) TO SUIT GRADE OF
SUBSOIL PIPES. 2-4mm AGGREGATE NO FINES

UPVC JOINT TO
CONNECTION RISER
TO SLOTTED PIPE

 

an?)

PROVIDE BIDUM AIZOR_ NSCS SR

 

 
   

 

 

 

 

 

 

 

 

 

 

 

HDPE LINER - REFER NOTE — || \
150% SMOOTH WALLED SLOTTED 225 UNSLOTTED PVC OUTLET PIPE -
PVC PIPE - MIN 0.5% GRADE COLLECTOR PIPE - MIN 0.5% GRADE SIZE AS SPECIFIED

AND MAX 2.5m SPACINGS

TYPICAL BIO RETENTION BASIN SUBSOIL DRAIN

 

CLEAN OUT AND FILTER MEDIA SPECIFICATIONS

 

ROCK ARMOURING NOTES:

1. ROCKS TO BE DURABLE BLUE STONE OR OTHERWISE
APPROVED BY SUPERINTENDENT.

2. EACH ROCK SHALL BE:

- ANGULAR IN SHAPE (PROMOTES INTERLOCKING)
- FREE FROM OVERBURDEN, SPOIL, SHALE AND
ORGANIC MATERIAL.

3. NEITHER BREADTH NOR THICKNESS OF A SINGLE ROCK
SHALL BE LESS THAN ONE HALF ITS LENGTH (ie THE
ROCK SHALL BE CHUNKY RATHER THAN FLAT).

4. ROCKS TO BE PLACED AND INTERLOCKED INTO
POSITION AND BUILT UP TO FINAL LEVELS SHOWN,
ENSURING COVERAGE OF GEOFABRIC.

5. GAPS BETWEEN THE ROCKS ARE 7O BE FILLED BY
DROPPING SMALL ROCKS INTO GAPS AND LOCKING
INTO POSITION WITH A CROWBAR.

6. ALL ROCKWORK TO BE PLACED OVER BIDIM A24 OR
EQUIVALENT.

7. FOR ROCK SIZED SPECIFIED AS Dso ON THE DRAWINGS,

THIS CORRESPONDS TO THE MEDIAN DIAMETER OF
WHICH HALF OF THE ROCK SIZES SHALL BE GREATER
AND HALF OF THEM SHALL BE SMALLER. THE ROCK
SHALL BE WELL GRADED AND HAVE A MAXIMUM SIZE
NO GREATER THAN 30% AND A MINIMUM SIZE NO
LESS THAN 30% SMALLER THAN Dso. FOR EXAMPLE
IF Dso = 400mm IS SPECIFIED, THE EQUIVALENT ROCK
DIAMETER RANGES FROM 280 to 520mm.

 

NOTE:

APPROPRIATENESS OF GEOTEXTILE LINER AS
AN ALTERNATIVE TO HDPE LINER TO BE
ASSESSED BY GEOTECHNICAL ENGINEER AT
CONSTRUCTION STAGE FOLLOWING TESTING OF
INSITU SOILS.

 

 

 

 

NOTES:

1, REFER DRAWING N13078-128 TO N13078-130
FOR BASIN SECTIONS AND DETAILS.

2. REFER DRAWING N13078-107 TO N13078-109
FOR EARTHWORKS NOTES AND DETAILS.

 

 

 

E, N13078-1B1.dwq DATE: 16-10-2004 TIME; 1539

xref's: X-NBBOI8-TIT USR; Curtis Boorman

SCALE 1:20 (A1)

BIO RETENTION INSTALLATION NOTES:
THE PLACEMENT OF DRAINAGE, TRANSITION AND FILTER PROVIDE 300mm

MEDIA LAYERS MUST BE UNDERTAKEN CAREFULLY TO THICK CONCRETE INFILL
ENSURE CORRECT DEPTH, SLOPE AND COMPACTION

DEPTH: FILTER MEDIA SHOULD BE INSTALLED AND
COMPACTED IN TWO LIFTS FOR DEPTHS OVER 500mm.
SLOPE: THE TOP SURFACE OF THE DRAINAGE LAYER,
TRANSITION LAYER AND FILTER MEDIA LAYER SHOULD BE
FLAT. A SPREADER BAR SHOULD LEVEL THE SURFACE OF

  

1.0m WIDE, 0.45m DEEP, 0.20m

 

EACH LAYER. THICK CONCRETE (SL81 MESH
COMPACTION: THE FILTER MEDIA MUST BE LIGHTLY CENTRAL) SUPPORT UNDER PIPE
COMPACTED DURING INSTALLATION TO PREVENT THE

MIGRATION OF FINE PARTICLES. THIS CAN BE ACHIEVED

WITH A SINGLE PASS OF A LIGHT ROLLER SUCH AS A TYPICAL OUTLET THROUGH ROCKWALL DETAIL

DRUM LAWN ROLLER. A VIBRATING PLATE CAN ALSO BE SCALE 1:50 (A1)

USED TO COMPACT SMALL BIO RETENTION SYSTEMS OR
"POZITRACK’ BOBCATS CAN BE USED FOR LARGE SYSTEMS.
ENSURE ONLY ONE COMPACTING PASS IS MADE OVER THE
MEDIA FOR LIGHT COMPACTION.

BIO RETENTION BASIN CONSTRUCTION SEQUENCE NOTES:

THE CONSTRUCTION AND ESTABLISHMENT OF BIO RETENTION BASINS IS TO BE STAGED AS FOLLOWS:

1. FUNCTIONAL INSTALLATION - ONCE THE MAJORITY OF THE SUBDIVISION WORKS ARE COMPLETE, THE
BASIN CONSTRUCTION INCLUDING EARTHWORKS, INLETS, OUTLET STRUCTURES, SUBSOIL DRAINAGE,
TRANSITION LAYERS, FILTER MATERIAL, PROTECTIVE LAYERS AND EROSION AND SEDIMENT CONTROL
MEASURES ARE TO BE UNDERTAKEN BY THE CIVIL CONTRACTOR. THE FILTER MEDIA WITHIN THE BIO
RETENTION BASIN IS TO BE COVERED WITH A PROTECTIVE GEOFABRIC LAYER (BIDIM A12 OR
EQUIVALENT), THEN COVERED WITH 75mm OF TOPSOIL AND TURFED OR GRASS SEEDED TO THE
SATISFACTION OF COUNCIL. SILT FENCES ARE TO BE ERECTED AROUND THE OUTSIDE OF THE BASIN.
ACCEPTANCE OF THE COMPLETED SUBDIVISION WORKS ON AND OFF MAINTENANCE BY COUNCIL IS TO
EXCLUDE THE PROTECTIVE LAYERS WITHIN THE BIO BASINS.

2. BUILDING CONSTRUCTION - THE PROTECTIVE GEOFABRIC AND GRASS LAYER AND THE EROSION AND
SEDIMENT CONTROL MEASURES ARE TO REMAIN IN PLACE DURING THE BUILDING CONSTRUCTION PHASE.
THE BUILDING CONSTRUCTION PHASE IS TO BE THE TIME FOR COMPLETION OF 90% OF THE BUILDING
CONSTRUCTION AND SITE ESTABLISHMENT WORKS ON ALLOTMENTS OR 12 MONTHS FOLLOWING
COMPLETION OF THE SUBDIVISION WORKS, WHICHEVER IS SHORTER. THE MAINTENANCE OF THE BASINS
INCLUDING INLETS, OUTLETS AND EROSION AND SEDIMENT CONTROL MEASURES IS TO BE UNDERTAKEN
BY THE CIVIL CONTRACTOR FOR THE DURATION OF THE BUILDING CONSTRUCTION PHASE.

3. OPERATIONAL ESTABLISHMENT - FOLLOWING COMPLETION OF THE BUILDING CONSTRUCTION PHASE, THE
TURF, TOPSOIL AND PROTECTIVE GEOFABRIC IS TO BE REMOVED AND THE BASIN RE-PLANTED WITH
VEGETATION AND LANDSCAPING AS PER THE LANDSCAPE DESIGN DRAWINGS. WORKS UNDERTAKEN FOR
OPERATIONAL ESTABLISHMENT ARE TO BE UNDERTAKEN BY OTHERS AND WILL BE SUBJECT TO A
SEPARATE ACCEPTANCE BY COUNCIL FOR ON AND OFF MAINTENANCE.

4, IN-SITU_INFILTRATION TEST - AN IN-SITU INFILTRATION TEST WILL BE REQUIRED PRIOR TO
ON-MAINTENANCE BEING GRANTED BY COUNCIL. THE TEST WILL NEED TO ACHIEVE AN AVERAGE RATE
OF 180mm/h INFILTRATION (WITHIN APPROPRIATE TOLERANCES) WITH AT LEAST & SAMPLE LOCATIONS
AROUND THE BASIN. ANOTHER IN-SITU INFILTRATION TEST WILL BE REQUIRED FOR OFF-MAINTENANCE.

BIO RETENTION PARTICLE SIZE DISTRIBUTION AND PROPERTIES GUIDE:
SOURCE: (BIOFILTRATION MEDIA GUIDELINES (VERSION 3.01), PREPARED BY THE FACILITY FOR ADVANCING
WATER BIOFILTRATION (FAWB), JUNE 2009.) & (BIO-RETENTION TECHNICAL DESIGN GUIDELINES (VERSION 1)
PREPARED BY ‘WATER BY DESIGN’ (OCTOBER 2012)

 

MATERIAL COMPOSITION RANGE GUIDE:

CLAY AND SILT <3% (<0.05mm)
VERY FINE SAND 5-30% (0.05-0.15mm)
FINE SAND 10-30% (0.15-0.25mm)
MEDIUM TO COARSE SAND 40-60% (0.25-1.0mm)
COARSE SAND 71-10% (1.0-2.0mm)
FINE SAND <3.0% (2.0-3.4mm)

WHILE TOTAL CLAY AND SILT CONTENT OF 3% IS RECOMMENDED, A CLAY AND SILT CONTENT UP TO 6%
IS ACCEPTABLE PROVIDED:

© THE SATURATED HYDRAULIC CONDUCTIVITY IS BETWEEN 100mm/hr & 300mm/hr AND

© THE REMAINING MATERIAL MEETS THE COMPOSITION RANGE SPECIFIED ABOVE.

SOIL SPECIFICATIONS:

© TOTAL NITROGEN CONTENT - <1000mg/kg

© ORTHOPHOSPHATE CONTENT - <80mg/kg SOILS WITH TOTAL PHOSPHORUS CONCENTRATIONS >100mg/kg
SHOULD BE TESTED FOR POTENTIAL LEACHING. WHERE PLANTS WITH MODERATE PHOSPHORUS
SENSITIVITY ARE TO BE USED, TOTAL PHOSPHORUS CONCENTRATIONS SHOULD BE <20mg/kg)

© ORGANIC MATTER CONTENT - AT LEAST 3% (w/w). AN ORGANIC CONTENT LOWER THAN 3% IS
LIKELY TO HAVE TOO LOW A WATER HOLDING CAPACITY TO SUPPORT HEALTHY PLANT GROWTH. IN
ORDER TO COMPLY WITH BOTH THIS AND THE TOTAL NITROGEN AND ORTHOPHOSPHATE CONTENT
REQUIREMENTS, A LOW NUTRIENT ORGANIC MATTER WILL BE REQUIRED.

© pH - AS SPECIFIED FOR ‘NATURAL SOILS AND SOIL BLENDS’ 5.5-7.5 (pH 1:5 IN WATER)

© ELECTRICAL CONDUCTIVITY - AS SPECIFIED FOR ‘NATURAL SQILS AND SOIL BLENDS’ <1.2 dS/m.

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

a STC = — SRT Oe aT = SNOT
we a oe Oe 7 INNOVATION PARKWAY, BIRTINYA QM PROPERTIES q CONSULT AUSTRALIA STORMWATER DRAINAGE
alp[e[ [we {scr a AS SHOWN Ph (07) 5436 7888 Fax (07) 5493 6630 | wes BIO DETENTION BASIN

Bie DRAWN CHECK PROSECT Wo, ‘APPROVED SHAUN PLCHER REQ. 14593 Brown Consulting (QLD) Py Lad Qua NOTES AND DETAILS

“Db LAKE DOONEL ; eae, iets Eo

He N13078 J fee BE grace ces Smart Consulting ‘mirsmtes tema eq [ET =
s\F FOR & ON BEHALF GF BROWN CONSULTING (QLD) PTY LTD ohne Canberra Mourn Gptony Ringapers dumtion Cemmt = Lc 4084 -

 

 

 

 

Page 4

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

= ao
STRUCTURE . 2 < = 2 = =< SG CS ¥ oa = a LL LL J _ _ 9
NAME SS} 5; =] 5) S S| 5) SS! S| 8) 6 §) ce} 6S) S)hUcSV 6S «| S| S| 5 =| =| 5 Ss) =
wo oS = So o o oS uo o oS o = So o = = = o wo oS 2 Ss & oS a
ale Ae Fs ale Ble 7le Fla 5 > >
STRUCTURE . al al& a] s|z 3/2 > > 3/2 3s s|e 3/e4 s|e4
DESCRIPTION 3 uz Bl/2 lz sl2 slz 3 aia S/z Glz 3 5 S\2 see Sle2 Is
3 S|= B/E Sl& SIE SE 3 4] ee =. lee | 44] ee ale SE S/& = 2 s|& sl&2 S|22 =
a l= uz Sle ale ole i a= le. al&  al/& gj gle Sle ald zZ a2 aes BSE |=
3 3|s 3/5 3/8 3/5 3/8 3 Z|2 s/s > 3 Biz S\E Z/2 3/8 g/8 Els 3 3/8 glZs slSs 5/3
a al5 al5 als ale als a Z|/2 2/5 & =|2 =|2 Z/z al5 al5 s/5 = gle Z/5S = a/ES Z/=
2 Z 2 u g 2 Z = ale 3 = 5 = 2 Z w = g gs Bas
Z Zl Z\s Bs Zé Bs ZB] Ble sie Bl Ble Ble Ble BS BIS Ele & BIB ZIES IES Ze
e e|s e\e els e/g es e ee alZ.¢e es 2/3 ee ef8 el S12 3 ale als& ale& siz
a al a= l= al= ale a ole 8/85 ale ale ole olF B= BIS 3 blz blzS Blzs 3S
NOTE: Yo
1. NOTWITHSTANDING THE B
STORMWATER STRUCTURE ze 2
LEVELS SHOWN, THE | & els
COVER OR GRATE LEVEL Al _el4 gle
SHALL SUIT THE FINISHED ga S| 4 3s 3 36
SURFACE PROFILE. A S| 5/83 /5 2
2. THE PIPE CLASSES HAVE \ aH ala d = g
BEEN DESIGNED FOR | — #/S aN
SERVICE LOADS ONLY. THE EXISTING SURFACE 4\* nl S| ly a i
CONTRACTOR SHALL — DETENSION - a 5
ASSESS ANTICIPATED my h__ BASIN Hs Sls
LOADS AND UPGRADE THE TY | \ ~ _ S\z
Necessane e F \ ~ DETENSION - ~ DETENSION -
BASIN BASIN \
ACCORDANCE WITH AS ~ DETENSION - Ips 4 NII
3725-1989. CRACKED PIPES hb bh \ Ht
WILL NOT BE ACCEPTED. ‘Bem 1 nei
3. CONTRACTOR TO CHECK ~ Sth
EXISTING CONNECTIONS
PRIOR TO CONSTRUCTION.
4, REFER TRENCH COMPACTION
DETAIL ON DRG. N13078-112
PIPE SIZEmm (Class) 375(3) 150(U) 375(3) _|_ 375(3) 37513) _]_ 450(3) 37513) _|_ 375(3) 375(3) 375(3) 37513) _|_ 375(3)_|_ 37513) 37513) _|_ 4503) 450(3)
PIPE GRADE % 15.00% 050% 050% | 050% 0.50% _|_ 11.00% 100% _|_ 4.00% 5,00% 120% 1.20% | 120% | 3.14% 050% _|_ 0.50% 0.50%
PIPE SLOPE 1inX 667 200.00 200.00~ | 200.00 200.007 [~ 9.09 100.00 |~ 25.00 20.00 83,33 8333 | 8333 | 2672 200.01] 200.00 200.00
FULL PIPE FLOW VELOCITY (m/s, 235 0.28 0.88 081 081 401 440 401 453 187
PART FULL FLOW VELOCITY (m/$) 420 126 123 5.02 cy 2m 22 im 3.00
ATUM RL 2.0 DATUMRL -9.0 DATUM RL -1.0 DATUMRL 1.0 DATUMRL 0:0 | DATUM RL|1.0 DATUM RL 0.0
WATER LEVEL gs) 63) 06 6S)lhCUis?—ssags} ss OC] ] SS] 3} #| 3] & | 8) 8 g| 8
IN STRUCTURE # a = = = = = = = a a a a a a = = = = = = = 3 s =
HYDRAULIC BIR 3 S/S & g/8 8/8 8 s/f 8/8 8 g/§ 312 8 SJB B/E Sle B/S a 8/2 8/F 88 aje
GRADE LEVEL 2/2 8 s/s os eJ— sje = z|= s/s 4 s/s sla a sls sla Sle ele = =l/= sie sls s/2 2
PIPE FLOW 0.085, 0.044 0.031 | 0.104 0092 | 0.250 0.029 | 0097 0.073 0.090 0090 | om | 0.155 ont | 0.244 0.298
(Cumecs)
DEPTH TO INVERT 28 g 8 3/8 & z|/2 & q 88 § 8 2 # 85 S38 88 & a 38 8 #3
INVERT LEVEL 2 & gs @ aAln § & 8/5 & BR gle 8 2 3 S af SB Sid & = siz 3 a 8
OF DRAIN = oa = = = |= #= gio a 2 po a wo oo = ele sie sle fs = sx & a
DESIGN SURFACE = 2 3 2 = 5 3 8 8 2 = 5 2 8 5 3 8 5 = g 8 = gS 3
LEVEL we 2 = = o o od Pa] a = BI 2 s 2 2 2 2 2 2 < = = = =
aig el8 sis ole ale sis ele sls els als sig ala slQ- slf Be els slze gle als ele els ala ele ele slo
B/S S/S 8/8 SiS RS S/S s/8 BR S/S B/S SR Bs RSE Rs 8 Sle 8/8 Bis gs] sis 8/8 &/8 £/2 Ale
SETOUT slg 82 s/s slé 2/8 slg /2 sl E/E 2/2 Sls s/2 E/2 S/2 Sl2 gis #2 gle gle Sle 8/2 S|2 SIE B/E Sl
He HIS HIS B/S HIS BIS HIS HE BIS HIS HIE BIS B/S D> DS He g|e O12 HIS HE He B= ele mye oye
RUNNING s s = s 3 s s 3 2 2 s BR 8 2 2 s 2
3] 9370 5} 13068 3S) 550%] 1.1022 S| 5979 | 3.334% 3S] 62S] 165328 3] 22358 S| 26938 &) a0] 5.000! 9.2825 S| 12248] 6.0008 S| 5.9958
CHAINAGE Ss Ss = Ss a Ss Ss a = a Ss 3 = 2 Ss Ss

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

LINE

FILE; NIBO78-132.dug__DATE; 16-10-2014 TIME: 15:40
Pxref's: X-NBBOI8-TIT USR; Curtis Boorman

>
>

AB

mn

 

 

 

 

1.

 

NOTE:

. WHERE "STD NSC MANHOLE” IS

WHERE “STD NSC GULLY” IS
REFERENCED IN THE LONGITUDINAL
SECTIONS GULLY PITS ARE TO BE
CONSTRUCTED TO I.P.W.E.A.Q.
STD. DRG. SEQ-D-063.

REFERENCED IN THE LONGITUDINAL
SECTIONS MANHOLES ARE TO BE
CONSTRUCTED TO I.P.W.E.A.Q.
STD. DRG. SEQ-D-010.

 

 

 

TFRST | CALCS [DRAWN] _ DATE

LF e.0th

 

5

AMENDMENT DETAILS

DESIGN CHECK

 

NT [NT [04.07.16

“GULLY AND MANHOLE NOTE ADDED, OUTLET AA AMENDED.

 

NT_[-NT_[ 05.08.16 [LINES H 2 | AMENDED TO SUIT BIO SWALE.

 

| tw.t0.14 [SECTIONS UPDATED

DRAWN CHECK|

 

 

 

 

 

 

 

 

Oazme0zmE>
Fal mo] oe] >

 

 

 

‘SCALE (METRES T

AS SHOWN

MIGROFIUM No

PROJECT No.

N13078

 

SURVEYOR: RPS
1 INNOVATION PARKWAY, BIRTINYA
Ph (07) 5436 7888 Fax (07) 5493 6630

“CLIENT

QM PROPERTIES

 

‘APPROVED SHAUN PILCHER RPE. 14593
MATHEW HILL RPEG 1578

Po BRENT THOMAS RPEQ 7862

FOR & ON BEHALF OF BROWN CONSULTING (QLD) PTY LT0

 

 

PROJECT

LAKE DOONELLA NOOSA
STAGE C1 - C6

 

BROWN

Smart Consulting

(CONSULT AUSTRALIA

Brown Consulting (QLD}

ng (QLD) Pty Lid
Lay 3 16 lnsetn Pr, iting QLD Anais 475
Teghows 07 54709280 Focsinile 0754709282‘ Soeat

(vient Catan Meas Oye

(egpere oti Cot

earl

DRAWING TITLE

STORMWATER DRAINAGE
LONGITUDINAL SECTIONS
SHEET 1 OF 4

 

Gompany

 

rr

‘DRAWING NUMBER

 

N13078-132

 

 

Page 5

 

 

 

STRUCTURE
NAME

VJ

2/J

3/J
4/J

/J

OUT/J
GI/K
3/J
G12/L
3/J

1M

2/M

3/M

G14/M
OUT/M
G13/N

G14/M
GI5/P
G16/P
VP

OUT/P

 

IN/Q
Va
OUT/Q

 

 

STRUCTURE
DESCRIPTION

 

 

STD NSC MANHOLE
1050mm DIAMETER

1050mm DIAMETER - REFER DETAIL

STD NSC MANHOLE

1500mm DIAMETER - REFER DETAIL

STD NSC MANHOLE
STD NSC MANHOLE
1050mm DIAMETER

STD NSC MANHOLE

1050mm DIAMETER - REFER DETAIL

2/750mm DIAMETER

CONCRETE HEADWALL

STD NSC SINGLE SAG GULLY

TWO DIRECTION APPROACH

STD NSC MANHOLE

1500mm DIAMETER - REFER DETAIL
STD NSC SINGLE SAG GULLY

TWO DIRECTION APPROACH

STD NSC MANHOLE

1500mm DIAMETER - REFER DETAIL

STD NSC MANHOLE
1050mm DIAMETER

STD NSC MANHOLE
1050mm DIAMETER

STD NSC MANHOLE

ON 1500 DIA x 900 ELONGATED MANHOLE

1800mm DIAMETER - REFER DETAIL
STD NSC SINGLE SAG GULLY

TWO DIRECTION APPROACH

STD NSC SINGLE SAG GULLY

TWO DIRECTION APPROACH

STD NSC SINGLE SAG GULLY

TWO DIRECTION APPROACH ON 1500 x
900 ELONGATED MANHOLE REFER DETAIL
STD NSC SINGLE GULLY

STD NSC SINGLE GULLY

STD NSC MANHOLE
1050mm DIAMETER

 

STD NSC MANHOLE
1050mm DIAMETER
STD NSC MANHOLE
1050mm DIAMETER

 

 

 

 

NOTE:

1. NOTWITHSTANDING THE
STORMWATER STRUCTURE
LEVELS SHOWN, THE
COVER OR GRATE LEVEL
SHALL SUIT THE FINISHED
SURFACE PROFILE.

2. THE PIPE CLASSES HAVE
BEEN DESIGNED FOR
SERVICE LOADS ONLY. THE
CONTRACTOR SHALL
ASSESS ANTICIPATED
LOADS AND UPGRADE THE
PIPE CLASSES IF
NECESSARY IN
ACCORDANCE WITH AS
3725-1989. CRACKED PIPES
WILL NOT BE ACCEPTED.

3. CONTRACTOR TO CHECK
EXISTING CONNECTIONS
PRIOR TO CONSTRUCTION.

4, REFER TRENCH COMPACTION
DETAIL ON DRG. N13078-112

 

 

PIPE SIZEmm (Class)

DN 160 (IL 14.80 approx)

WATER LINE

    

DN 160 (IL 13.99 approx)

CONSTRUCT
MANHOLE OVER
EXISTING 5250
RCP AND REMOVE
ABANDONED PIPE

52513)

5253)

ZAATER

7 ONTO

2.890m

 

600(3)

 

       
    

EXISTING
SURFACE
DESIGN

SURFA

54.829m

600(3)

CE

DN 160 (IL 7.1 approx)

7
i

|

1A. WATER LINE

Sewer Line

 

DNTSO
Li)

|

i

 

 

34.004m

60013) 375(3) 375(3)

 

o

DN 160 (IL 14.26 approx}

N
~
> NX
S N
208m SQ
CONSTRUCT
MANHOLE OVER

EXISTING 375D

RCP AND REMOVE 3

ABANDONED PIPE

375(3)

N
S

DN 160 {IL 11.50 approx)

7,

=
3

375(3)

 

Sewer Line
DN 160 (IL 7.81 approx)
DDN 160 {IL 7.59 approx)

WATER LINE
DN 150

=

Le

  

312

 

750(3)
525(3) x2

 

 

b
Ld

 

 

 

 

 

52513) 3753) 375(3)

 

375(3)

 

 

 

 

 

 

225tu) | 225(u)

 

PIPE GRADE %

120%

8.73%

2.25%

2.15%

2.50% 4.69% 9.25%

6.50%

10.50%

250% 0.50%

0.50% 1.00% _ | _ 14.00%

14.31%

 

0.50% 0.50%

 

PIPE SLOPE 1 in X
FULL PIPE FLOW VELOCITY (m/s

83.33
230

N46
230

4h ak
2.40

36.36
2.40

40.00 21.33

0.88

10.82

257 105

538
231

9.52
231

40.00 200.00

1.72 0.61

200.00
0.58

400.00 TMb

4 199

6.99
199

 

200.00
1d

200.00
hh

 

PART FULL FLOW VELOCITY (m/$)

DATUM RL 1.0

5.48

3.85

RL 0.0

4.18

DATUM RL 1.0

5.00

3.19
DATUM RL -5.0

53h
RL -6.0

5.39

 

 

 

WATER LEVEL
IN STRUCTURE

16.853

15.659

11581
1.127

9.570

8.710
1.781
11.840
11581

16.452

12.819

9,382

8.740
8.710
8.788

12.102
12.614
10.784,

 

9.800
8.633
8.191
8.025

 

 

HYDRAULIC
GRADE LEVEL

16.853
16.449

15.625
15.331

1572
11.237
11.047
10.600

9.517
9.211

8.710
11.781
11.588
1.237

40
11.583
1572
11237

 

16.452

16.316

12.790
12.702

9.365
9.241

8.740
8712
8.710
8.788

8.745
8.712
12.702
12.644
12.614
12.269
10.774,
10.712

 

9.800
8.633
8.246
8.159
8.073
8.025

 

 

PIPE FLOW
(Cumecs)

0.485

0.485

0.678

0.678

0.726 0.097 0.116

0.255

0.255

0.362 0.552

0.122 0.123 0.219

0.219

 

0.066 0.066

 

 

DEPTH TO INVERT

1690

1421
1444

1805
1825
1851

1871

1.648
1.668

-0.100
1311
1600
1310
1600

1293

1.496
1516

1628
1665

1.225
1555
0.100

1.467
1494
1317
1311
1.483
1353
1373

 

0,396
1250
1323
1375
0.421

 

 

INVERT LEVEL
OF DRAIN

15.555

14.833
14.813

10.391
10371
10.020
10.000

8315
8.295

7.400
10.833
10.596
10.834.
10.596

15.941

12.347
12327

8.760

8.723
1750
7.420
7.400

7.485
7.455
12.060
12.000
11894
10.357

10.337

 

9.100
7.900
7.859
7.807
1.184,

 

 

DESIGN SURFACE
LEVEL

17.245,

16.254

12.196
1871

9.963

7.300
12.144
12.196
12.144
12.196

17.234

13.843

10,388

8.975
7.300

8.952

8.949
3377
3377
1.710

 

9.496
9.150
9.182
8.205

 

 

SETOUT

£5174.945
N1339.642

£5234.993
N1335.354

F5284.110
N1322.934.
£5297.907
N1315,721

£5297.882

N1254.424

£5287.741
N1220.098
£5282.057
N1327.570
£5284.110
N1322.934.
£5281.908
N1321.573
£5284.110

N1322.934.

£5164.759
N1268.394.

£5215.305
N1245.998

£5245.993
N1231.422

£5284.322
N1224.572
£5284.402
N1220.573
£5283.621

N1230.546
£5284.322
N1224.572
£5247.995
N1077.318
£5251.751
N1081,997
£5260.053
N1089.181

 

£5266.590
N1094.837
£5294.538
NI114.927

£5294.538
N1123,084.
£5292.259
N1126,964.

 

 

RUNNING
CHAINAGE

0.000

 

 

60.201

60.201

 

50.663

110.864
33

15.5653

 

 

61.297

187.730

 

35.193

223.523
0.000
0.000

 

 

 

 

 

0.000

 

55.285

33,974,

55.285

 

89.259

38.936

128.195
32.194
0.000

 

 

 

or
0.000
00

16.919

 

 

 

 

8.644)

 

5603
0.000
15
-
55

 

 

 

 

 

 

LINE

FILE; NIBOT8-133.duq__DATE; 16-10-2014 TIME; 1544
Kxref's: X-NBOI8-TIT USR; Curtis Boorman

 

 

RRST

i

TCALCS [DRAWN] _ DATE

 

AMENDMENT DETAILS

a a

DESIGN CHECK

 

 

O4zmzOzmE>
al ole] @] >

@ [-@ [tom J secrions vpoaTeD

 

 

DRAWN CHECK|

 

 

 

 

 

 

 

 

 

 

‘SCALE C METRES T

AS SHOWN

 

MICROFILM No.

PROJECT No.

N13078

 

SURVEYOR: RPS
1 INNOVATION PARKWAY, BIRTINYA
Ph (07) 5436 7888 Fax (07) 5493 6630

“CLIENT

QM PROPERTIES

 

APPROVED SHAUN PILCHER RPEQ 16593
MATHEW HLL RPEQ 11578

te we BRENT THOMAS RPEQ 7862

FOR & ON BEHALF QF BROWN CONSULTING (QLD) PTY LTi

 

‘PROJECT

LAKE DOONELLA NOOSA

STAGE C1 - C6

 

BROWN

Smart Consulting

(CONSULT AUSTRALIA

‘Brown Consulting (QLD} Pty Ltd

vol 8,16 innovation Pariway, Birtinga QLD Avstalia 4575
‘Tdephone 07 54709280 Facsimile 07 5470 9262
ohne Cotas Dour Urity Brg? hush Catt

ented
Company

‘08001
edo

DRAWING TITLE

STORMWATER DRAINAGE
LONGITUDINAL SECTIONS
SHEET 2 OF 4

 

 

‘DRAWING NUMBER

 

N13078-133

 

 

Page 6

 

 

STRUCTURE
NAME

IN/R

 

OUT/R
1/RW3

2/RW3

B/RW3
(OUT/RW3

/RW4

2/RW4,

3/RW4

4/RW4
5/RW4.
GUT/RW4
V/RWS

2/RWS

3/RWS

4/RWS
S/RWS
G15/P
GIT/S

S/J

G18/T
2/)
G19/U
3/M

G20/V
3/M

 

STRUCTURE
DESCRIPTION

STD NSC MANHOLE
1050mm DIAMETER

 

 

 

600 x 600 FIELD INLET
ON 1050 DIA, MANHOLE

00 x 600 FIELD INLET
(ON 1050 DIA, MANHOLE

100 x 900 FIELD INLET

600 x 600 FIELD INLET
ON 1050 DIA. MANHOLE

600 x 600 FIELD INLET

ON 1050 DIA. MANHOLE
600 x 600 FIELD INLET

ON 1050 DIA, MANHOLE

600 x 600 FIELD INLET
ON 1050 DIA. MANHOLE
600 x 600 FIELD INLET
ON 1050 DIA. MANHOLE
375mm DIAMETER

CONCRETE HEADWALL
600 x 600 FIELD INLET

550 DIA. ROOFWATER MANHOLE

600 x 600 FIELD INLET
ON 1050 DIA. MANHOLE
600 x 600 FIELD INLET
ON 1050 DIA. MANHOLE
STD NSC SINGLE GULLY
‘STD NSC SINGLE GULLY

STD NSC MANHOLE

1050mm DIAMETER - REFER DETAIL
1050mm DIAMETER - REFER DETAIL

STD NSC SINGLE GULLY
STD NSC SINGLE GULLY

STD NSC MANHOLE
STD NSC MANHOLE

1800mm DIAMETER - REFER DETAIL
STD NSC SINGLE GULLY

STD NSC MANHOLE

1800mm DIAMETER - REFER DETAIL

 

 

NOTE:

1. NOTWITHSTANDING THE
STORMWATER STRUCTURE
LEVELS SHOWN, THE
COVER OR GRATE LEVEL
SHALL SUIT THE FINISHED
SURFACE PROFILE.

2. THE PIPE CLASSES HAVE
BEEN DESIGNED FOR
SERVICE LOADS ONLY. THE
CONTRACTOR SHALL
ASSESS ANTICIPATED
LOADS AND UPGRADE THE
PIPE CLASSES IF
NECESSARY IN
ACCORDANCE WITH AS.
3725-1989. CRACKED PIPES
WILL NOT BE ACCEPTED.

3. CONTRACTOR TO CHECK
EXISTING CONNECTIONS
PRIOR TO CONSTRUCTION.

 

 

ROOFWATE

N13078-112

 

« REFER TRENCH COMPACTION
DETAIL ON DRG. N13078-112

 

 

 

PIPE SIZEmm (Class)

 

375(3)

REFER <LAY{

SWALE
(OUT PLAN

225(U)

FOR DETAIL|S

  

225(U)

 

DN 160 TL 10.88 approx)

SEWER LINE

 

300(3)

ROOFWATER SWALE
REFER LAYOUT PLAN
78-112 FOR DETAILS

N130

225(U)

  
  

225(U)

 

DN 160 (IL 8.16 approx)

SEWER LINE

wee
Tet

 

225(U)

225(U) 375(3)

i

4

 

 

 

 

225(U)

225(U)

 

ISTING SURFACE /~

 

 

m

WATERLINE &
ON 150

 

LI

 

 

 

225(U) 300(U) 375(3) 37513)

 

 

L/

fy,

 

 

375(3) 375(3)

 

 

 

375(3)

 

PIPE GRADE %

0.40%

1.00%

3.00%

100%

1.00%

1.00%

100% 115% 1.00%

0.75%

0.75%

0.75% 100% 3.00% 0.40%

3.00% 9.15%

9.68%

 

PIPE SLOPE 1 in X
FULL PIPE FLOW VELOCITY (m/s

750.00
0,00

100.00

33.33
iM

100.00

100.00

100.00

100.00 86.96 100.00

166 0.85

133,33
0.63

133.33
0.63

3333 100.00 33.33 250.00

121 0.91 0.53

33.33 10.93

54 0.81

10.33
0.74

 

PART FULL FLOW VELOCITY (m/

DATUM

L 20

133
DATUM RL

(1.0

231

151

1.23

146

158

DATUM RL +5.0

DATUM

RL 1.0

174

3.58

3.55

 

WATER LEVEL
IN STRUCTURE

6.625

 

6.625
17.148

13.966

12.813
12.599

16,388

15.035

B63

12.028
8.832
8.710
16.773

16.619

16.573

15.560
13.061
12.143
9.584

9.570

5.124
15.659
10.685
9.382

10.599
9.382

 

HYDRAULIC
GRADE LEVEL

6.625

 

6.625
6.625
17.148
11.079

B.966
B.637

12.813
12.745
12.599

16.388
16.327

15.035
14.951

3.613
13.241

12.028
11554
8.832
8.724
8.710
16.773
16.619

16.611
16.575

16544
16.387

5.560
5.202
3.061
12.167
12.143
12.687
9.584.
9.524

9517
9.211

G.124
5.627
5.625
15.331
10.685
10.414
9.365
9.241

10.599
10.361
9.365
9.241

 

PIPE FLOW
(Cumecs)

 

0.000

0.026

0.051

0.076

0.020

0.038

0.057 0.076 0.094.

0.029

0.029

0,055 0.078 0.100 0.059

0.060 0.090

0.082

 

DEPTH TO INVERT

 

0,992
0.294

1941
0.660

3.964,

0.476
0.496
0.325

1932
0.758
1958

0.756
2356

0.758
2322
0,759
4212
1.900

0.692

0.718
0.738

0.699
0.719

0.717
1780
0.785
2.983
1297
1310

14h9

1310
1372
1310
1522

1310
1522

 

INVERT LEVEL
OF DRAIN

 

6.308
6.250

16.962
16.700
13,396

12.465
445
12.400

16.225
16.000
14,800

14.600
13.000

12.800
11.236
10,900
TAbT
7.400

16.328

16.298
16.278

16.165
16.145

15.961
14,898
14,500
12.302
12.080
8.539

8.514

14,939
14,882
10.039
8.866

9.986
8.866

 

DESIGN SURFACE
LEVEL

7.300

 

6.544
18.903

17.360

12.941
12.725

18.157

16.758

15.356

13.558
11.659
9.300
17.020

17.016

16.864

16.678
5.285
B377
9.849

9.963

16,249
16.254
11349
10.388

11.296
10.388

 

SETOUT

£5295.658

 

B

N1206.701
£5307.843
N1199.045

£5161.123

 

N1132.025

£5190.234
N1121.233
F5194.664
N1120.747

£5166.250
N1219.125

£5187.347
N1211.304

£5206.099
N1204.351

£5224.852
N1197.399
£5252.209
N1187.257
£5256.600
N1185.629
£5235.960
N1006.689

£5235.987
N1010.689

£5221.028

N1010.789
£5230.027
N1033.729
F5244.560
N1070.778
£5247.995
N1077.318
£5292.383

N1257.323

£5297.882
N1254.424

£5234.199
N1337.067
£5234.993
N1335.354
£5236.289
N1239.819

£5245.993
N1231.422

£5234.702
N1234.008
£5245.993
N1231.422

 

RUNNING
CHAINAGE

0.000

 

 

 

 

14-390

0.000

 

26.200

26.200

 

 

31.047

5
&
70.

51.247

 

 

0.000

22.500

22500

 

 

7500

20.00

3

 

20.00 29.176

91.676

4.683)

62500
96.359
0,000

 

 

 

 

‘0

=
185559

 

 

39.797

F801

26.64; 1.387

83,398
90.785
0.000

o

 

 

 

 

2
a

0.000

1871

0.000
8

 

 

 

 

0.000
568

11.568

11

 

 

 

 

LINE

FILE; NIBO78-134.dvg_ DATE: 16-10-2014 TIME: 15:44
Pxref's: X-NBBOI8-TIT USR; Curtis Boorman

 

RW3

a

Wh

RW5

 

TARST | CaLcs [ORAWN]

FF

DATE.
OTA

 

AMENDMENT DETAILS

5

 

NT_[ 05.08.14 [LINE RW3 AMENDED TO SUIT BIO SWALE

 

Ce_| e.10.18 [SECTIONS UPDATED

DESIGN CHECK

 

 

 

 

 

 

 

 

 

O4zmEOzmE>
Palm] o[ oe] >

 

 

DRAWN CHECK|

 

‘SCALE (METRES T

AS SHOWN

 

WIGROFILM No.

PROJECT No.

N13078

SURVEYOR: RPS
1 INNOVATION PARKWAY, BIRTINYA
Ph (07) 5436 7888 Fax (07) 5493

"APPROVED

[ea

FOR & ON BEHALF OF BROWN CONSULTING (QLD) PTY LTO

 

6630

SHAUN PILCHER RPEQ. 14593}
MATHEW HILL RPEQ 11578
BRENT THOMAS RPEQ 7862

“CLIENT

QM PROPERTIES

 

PROJECT

 

LAKE DOONELLA NOOSA
STAGE C1 - C6

 

BROWN

Smart Consulting

Pr

(CONSULT AUSTRALIA

a

Brown Consutting (QLD} Pty Ltd

Loge 3, 14 nonaton Pony, Biings QUD Artli 4575,
Tdaghone 07 54709260 Forsimile 7 5470 9282
rien Coburn Mune Spey tapers net Cut

1

Bon!
rr

DRAWING TITLE

STORMWATER DRAINAGE
LONGITUDINAL SECTIONS
SHEET 3 OF 4

 

 

‘DRAWING NUMBER

 

N13078-134

 

 

Page 7

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

LOCATION TIME SUB-CATCHMENT RUNOFF INLET DESIGN DRAIN DESIGN HEADLOSSES PART FULL DESIGN LEVELS
tc | | [oo | C [A [GA [AT @ Qg | db tc | | [+a | at [Qn] ds | O | LS vit W2/2g | Ku [ hu | KL |W | Kw | hw | Sf | bf Vp
5 s = |= LE
é z = z= z|2 |8 gl3s 4
2 Bie | 3 5 | 5 7 Z Sie 15 ges 2 5 5 G y
3 = é 2lg.,/ = B\2/=2+/6 = = g 3 Jo/2./35/8 | = giz Suv elu |$8 lg |B a = Sljz2i/1¢6 =| gs
-|2| 2 4 S|£z) 2 lesis./ 2/2) = (Evlsae l28)./2/2) 2] gl) 2) =) 2 /2_|2 Blu | sleele lw 228 S/SL/E J2s/5 | s/ 2/5 [52 B/2 |= se| &
= @ S Se wl fe |SS)| 5 |sS\Gu/ S & 3S /Se|/ssia sal a e az e s| = 5S |S>| Ss z/iz BS |SZ\92r les ee = & > jez’ vlesiae Gi/2z fle ew > Qs = a a =
< ez a & a & 3/22lg2 SE \/eal) Se le#@zeleni7s| = 5 2 la adi yvljPF ee) a;/s/4lz sia =/SZ Ss Ss & 2 BS aSeoea) S&S & |Gea z a = gd wh! &
= 5 a =f 3 Sisyu| = |ZE/ELS| = = w |SS/Zq/SH/TS/ F =z g B55 /=4/ = = welesle« Z €/*sa|>+Slyyisea 5B a E |Sslaciuri¢2s zl se |e eo E |e Pm] 2 Sr e
B) 2) = | 26 |2\ sige] 2 2852/2) 8 | = gelzeis2is3/5\5/2) 22 22/2 2/8 82/8) 2/2 |S ledecsses) 2 & = | s /EPES/ESEs|45| ZlEsies/ =) 3/2/25) 8 |=) a |B8) 2
2 |s2a\e Syise Ss E/Bf| = 2l2%/2/2#/8) 2 /#e\/8e = = 2 @ /£$B/Ls/agleslee #oes/8) 2 i 4 =
By) oo & 28 | 2/4 |22| & Ssies|/ 3/8) 3 e82eis</28| 2) 2)E/ 25 jez eB) & | flf5) 2) | S| F ES|ZE/ESIRS 5 & & B SS|S#\Se(s#/Se) 5 leale#| 8 |S) 8 |s2|/8 |) 5s] 5 jaz) &
yrs % [min {mm/h ha | ha | ha [Ws | Vs % [Vs Us [Us min |mm/h | ha |WVs [Ws [Ws | Vs m % | mm_| m/s _| min m n n m % n n_| m/s n n n n n n
5 G4/D Gu/D Gh 6.00 190 | 088 | 0.84 | 0.065 | 0.055 | 0.055 | 29 0 860 | 161 1 ao Q GO/H 6.00 190 | 0.055 55 2620 6 Fi) 6291 | 100 37513) 0.26 | 0.10 Qg 0.029 Oo 0.029 Do 375 0.003 | 100 | 0.070 100 | 0.070 | 0.03 | 0.002 | 0.103 | 147 | 15.725 | 15.452 | 15.522 15.522 | 16.700 | G4/D
100 to 1/0 6.00 303) 0.88 | 100 | 0.065 | 0.065 | 0.065 | 55 6.00 | 303 | 0.065 (Pipe flow= Grate flow) (159) CHRT 32: Vo2/2gDo 0.01 H/Do 0.00 Upstregm HGL 15.522 below outlet 15.662 | 15.389
FLOW WIDTH/DEPTH 0.651Wd m Kg side flow 10.60 end flow 7.43 pipe oby 15.725
Part full downstream pipe Set Kp fo 1
5 GSE GSE oy 10.00 156 | 083 | 0.79 | 0.252 | 0.199 | 0.199 86 86 860 | 161 1 B B Gt 10.00 | 156 0.199 | 176 | 2620 | 103 B | 2235 | 5.00 37513) 0.66 | 0.04 Qg 0.073 Qo 0.073 De 375 0.022 | 8.96 | 0.199 896 | 0.199 | O17 | 0.006 | O19 | 272 | 15.737 | 15.737 | 15.936 15.936 | 16.682 |  GS/E
100 to 0 10.00 251| 083 | 100 | 0.252 | 0.252 | 0.252 | 176 10.00 | 251 | 0.252 (Pipe flow= Grate flow) (355) CHRT 32: Vo2/2qDo 0.06 H/Do 0.00 15.625 | 15.360
FLOW WIDTH/DEPTH 1,267Wd m Kg side flow 8,96 end flow 6,63
DOWNSTREAM 0,305)
5 vd vd 64,65 6 10.06 | 156 | 0.254 | 220 | 2620 | 123 97 | 16.532 | 4.00 37513) 0.88 | 0.28 Qo 0.097 Do 375 0.039 | 1.00 | 0.073 100 | 0.073 | 0.31 | 0.050 | 0135 | 2.71 | 13.986 | 13.870 | 13.943 13.943 | 16.597 v0
100 to OUT/A 10.06 | 250 | 0.317 (Pipe flow= $um upsty atten flpws) B17) Flow G4/D made eqy grate flow Part full downstream pipe 13.325 | 13.820
Flow G5/E made eqv grate flow Upstream HGL 13943 below outlet
CHRT 32: Vo2/2gDo 0.11 H/Do 0.00 pipe oby 13,986
Kg side flow 7.82 end flow 5.98 Set Kp fo 1
K vals above for stepped pipes as grate flow
5 IN/AA IN/AA IN/S 5.00 202) 082 | 0.78 | 0.100 | 0.078 | 0.078 | 44 hh 050 88 | 1050.05 | bb 0 5.00 | 202 | 0.078 87 997 43 44 | 17.308 | 0.50 OU 235 | 0.12 Og 0.044 Qo 0.044 Do 150 0.281 | 164 | 0.462 164 | 0.462 | 5.12 | 0.885 N46 | 12.215 | 12.677 12.677 | 12.850 | IN/AA
100 to OUT/AA 5,00 321 | 082 0,98 | 0.100 | 0,098 | 0,098 87 5.00 321 0,098 (Pipe flow= Grate flow) (0.73) CHRT 32: Vo2/2qDo 1,82 H/Do 5.17 11330 | 11330
FLOW WIDTH/DEPTH 0.480Wd m Kg side flow 1.64 end flow 1.60
5 G25/AB G25/AB G25 6,00 190 | 088 | 084 | 0,066 | 0,055 | 0,055 ra] 29 258 29% | 108.15 ao 0 6,00 190 0,055 56 2265 2 29 6500 | 0.50 37513) 0.26 On Qg 0,029 Qo 0,029 Do 375 0,003 | 9.71 | 0,033 9.71 | 0.033 | 0.03 | 0.002 7.738 | 7822 | 7.855 71855 | 8376 | G25/AB
100 to G26/AB 6.00 303} 0.88 100 | 0.066 | 0.066 | 0.066 56 6.00 303 0,066 (Pipe flow= Grate flow) (112) CHRT 32: Vo2/2gDo 0.01 H/Do 0,22 7.706 | 7.820
FLOW WIDTH/DEPTH 0.12PWd m Kg side flow 9.71 end flow 6.78
5 G26/AB G26/AB 625,626 6.00 190 | 088 | 0.84 | 0.168 | 0.161 | 0.141 th Th | 44.27 | 296 | 105.15 Th Q 6M 188 0196 | 196 | 1723 9h 02 | 7.182 | 0.50 37513) 0.92 | 0.12 Qg 0.073 Qo 0.102 Do 375 0.063 | 3.10 | 0.134 3.10 | 0.134 | 0.34 | 0.024 | 0.259 | 125 | 7.686 | 7.686 | 7.820 7.820 | 8377 | G26/AB
100 to OUT/AB 6.00 303} 0.88 | 100 | 0.168 | 0.168 | 0.168 | 141 6M 301 | 0.234 [Pipe flow= $um upsty atten flpws) (112) CHART 34 Angle 17 Case 3 7.650 | 1.625
FLOW WIDTH/DEPTH 1:568Wd m $/00 25
Du/Do 1,00 Qg/Qo 0,72 K 2.16
$/Do 1.36 cor 0.94 Ku 3.10 Kw 3.10
5 GVA GVA a 6.00 190 | 088 | 0.84 | 0.358 | 0.301 | 0301 | 159 Bh 150 34 1 85 49 Gt 6.00 190 0301 301 | 1727 | 216 85 | 9370 | 15.00 | 375(3) 0.77 | 0.16 Qg 0.085 Qo 0.085 Do 375 0.030 | 836 | 0.252 836 | 0.252 | 0.24 | 0.022 | 0.090 | 4.20 | 14.731 | 14.731 | 14.983 16,983 | 15.778 | GIA
100 te OUT/B 6.00 303) 0.88 | 100 | 0.358 | 0.358 | 0.358 | 301 ;CrnFL 2 2 | Cen G2/C | 6.00 | 303 | 0.358 (Pipe flow= Grate flow) (6.14) CHRT 32: Vo2/2gDo 0.08 H/Do 0.00 13.325 | 13.060
Kg side flow 8.36 end flow 6.32
FLOW WIDTH/DEPTH 2.72)Wd m
DDWNSTREAM 1.7091
5 Bt GC B 13.00 140 | 083 | 0.79 | 0.096 | 0.076 | 0.076 | 30 2 0.00 189 | 105.107 | 92 0 G2 B00 | 140 | 0.076 60 a a 92 | 5979 | 0.50 37513) 0.83 | 0.10 Qg 0,092 Qo 0,092 Do 375 0.035 | 100 | 0.077 100 | 0.077 | 0.28 | 0.016 | 0.240 | 123 | 16.547 | 16.413 | 14.490 1490 | 15.483 | G3/C
100 to G2/C B00 225 | 0.83 | 100 | 0.096 | 0.096 | 0.096 | 60 B00 | 225 | 0.096 (Pipe flow= Grate flow) (112) CHRT 32: Vo2/2gDo 0.09 H/Do 0.00 Upstregm HGL 14.490 belqw outlet} 4518 | 14.383
FLOW WIDTH/DRPTH 2.128Wd m Kg side flow 8.00 end flow 6.13 pipe oby 14.547
Part full downstream pipe Set Kp fo 1
5 G2/C G2/C 63,62 B00 40 | 0.83 0.79 | 0.433 | 0342 | 0342 | 133 158 0.00 189 | 105.107 | 158 0 B10 Bd 0.418 329 0 at 250 | 3334 | 1100 450(3} 157 0.04 Qg 0.158 Qo 0,250 Do 450 0.126 | 230 | 0.289 230 | 0.289 | 0.77 | 0.026 | 0.158 | 5.02 | 13,767 | 13,767 | 14.056 14.056 | 15.483 G2
100 to OUT/C B00 225 | 0.83 | 100 | 0.433 | 0.433 | 0.433 | 271 B10 | 224 | 0.529 (Pipe flow=| Sum upstream flows) 15.94) Flow G3/C made eqv grate flow CHART 83 Angle jit B00 | 13.108
FLOW WIDTH/DEPTH 3.656Wd m CHRT 32: Vo2/2gDo 0.28 H/Do 0.00 S/Do 2,
Kg side flow 5.08 end flow 4.27 Du/Do 0.83 Qg/Qo 0.63 K 1.73
K vals above for stepped pipes as gate flow $/Do 144 cor 097 Ku 2:39 Kw 230
grate flow decreased by 0.092 from 63/C K vals step pipes as pipe flow Ku 430 Kw 230
5 IN/F IN/F 6 B00 | 40 | 0.000 30 997 0 90 | 26.938) 120 37513) 0.81 | 0.45 Qg 0.090 Qo 0,090 Do 375 0.033 | 100 | 0.146 100 | 0166 | 0.26 | 0.071 | 0.180 | 171 | 11637 | 1.444 | 11590 11590 | 12.850 IN/F
100 to VF 13.00 | 225 | O.1h4 [Pipe flow set by user) (174) CHRT 32: Vo2/2gDo 0.09 H/Do 0.00 Upstregm HGL 11/590 below outlet N36 | 11373
Kg side flow 8.12 end flow 6.20 pipe oby 11.637
Part full downstream pipe Set Kp fo 1
5 VE VE 6 B45 | 138 | 0.000 89 997 0 90 | 13.898) 120 37513) 0.81 | 0.23 Qo 0.090 Do 375 0.033 | 137 | 0.045 164 | 0.054 | 0.26 | 0.037 1.296 | 11328 | 11373 11362 | 13.696 VF
100 to G6/F B45 | 222 | O1hh (Pipe flow= $um upsty atten flpws) (174) CHART 50 Du/Do1.00 alpha 55, 1127 | 11291
K'w 0.26 Vu 0.81 WSE 0.05,
Ku 137 Kw 1.64,
5 G6/F G6/F 66 6.00 190 | 088 | 0.84 | 0.048 | 0.040 | 0.060 | 21 a 0.00 189 | 108.107 | 21 Q GF 368 | 137 | 0.040 | 117 0 6 1M | 6.000 | 120 37513) 1.01 O10 Qg 0.021 Go 0.111 Do 375 0.052 | 194 | 0.101 239 | 0.126 | 0.40 | 0.024 1107 | 11190 | 11.291 NI | 12210 G6/F
100 to GI/F 6.00 303) 0.88 | 100 | 0.048 | 0.048 | 0.048 | 40 3.68 | 220 | 0.192 [Pipe flow=| Sum upstream flows) (174) Angle 44 Chart 39 $/Do 2.5 chartdeg| interp wal for SDo 1.55 Kw 2.39 11.035 | 11166
FLOW WIDTH/DEPTH 0.098Wd m Du/Do 1.00 KO 1.80 K0.5 191 CHART |38
Qu/Qo 0.81 Cg 0.46 K 185 S/Do 2.) KO 1.84|K0.5 1.75/K 1.80
$/Do 2.0 KO 1,98 KO.5 2.10 K 2.04 S/Do 15 KO 2.05 0.5 1.84)K 1,95
$/D0 15 KO 239 KO.5 252K 2.45 Interp yal for S/o 155 Ku 19%
5 GF G/F 66,67 6.00 190 | 0:88 | 0.84 | 0.047 | 0,039 | 0,039 a 62 0.00 189 | 105.107 62 0 B18 36 0.079 | 145 0 d 155 | 8282 | 3.74 375(3)) 1.40 O10 Qg 0.044 Qo 0,155 Do 375 0.100 | 1.51 0.451 151 0151 | 0.78 | 0,064 | 0.178 | 3.00 | 11.015 | 11015 | 11165 1166 | 12.210 G/F
100 to OUT/F 6.00 303] 0.88 100 | 0.047 | 0.067 | 0.047 40 B78 a9 0.239 [Pipe flows $um upste atten flpws) B07) CHART 34 Angle 15 Case 3 10.705 | 10.950
FLOW WIDTH/DEPTH 1.184 Wd m_ $/D025
Du/Do 1.00 Qg/Qo 0.29 K 115.
$/Da 1.40 cor 0.36 Ku 1.51 Kw 151
5 INAH IN/H INAH 6.00 190 | 088 | 0.84 | 0.001 | 0.001 | 0.001 1 1 0.00 88 | 1080.05 1 0 6.00 190 0.001 1 iM | 1224 | 0.50 37513) 1.01 0.02 Qg 0.111 Qo 0.111 Do 375 0.052 | 3.98 | 0.207 3.98 | 0.207 | 0.40 | 0.005 10.381 | 10.888 | 11.095 1095 | 11.265 IN/H
100 te G9/H 6.00 303 | 0.88 100 | 0.001 | 0.001 | 0.001 1 6.00 303 0.001 (Pipe flow set by user) (112) CHRT 32: Vo2/2gDo 0.14 H/Do 135 10.375 | 10.883
FLOW WIDTH/DEPTH 0.00hWd m Kg side flow 3,98 end flow 3.34
5 GOH GOH IN/H,G9 B00 WO | 083 | 0.79 | 0.432 | 0.341 | 0341 | 133 B3 | 0.00 169 | 108.107 | 133 0 GIs! B00 | 0 | 0342 | 271 a a 24 | 6.000 | 050 | 45013} 153 | 0.07 Qg 0.133 Qo 0,244 Do 450 ONS | 171 | 0.206 AN | 0.206 | 0.73 | 0.044 10.430 | 10.679 | 10.883 10.883 | 11112 GOH
100 to G1/] B00 225 | 0.83 | 100 | 0.432 | 0.432 | 0.432 | 270 B00 | 225 | 0.433 [Pipe flow=| Sum upstream flows) (127) CHART 33 Angle 0 10.400 | 10.635
FLOW WIDTH/DRPTH 3.106Wd m $/D0 2.5
Du/Do 0.83 Qg/Qo 0.55 K 149
$/00 2.01 cor 0.22 Ku 171 Kw 1.71
5 GIs! GIO IN/H;G9,610 6.00 190 | 088 | 0.84 | 0.121 | 0.102 | 0102 | 54 5h 0.00 189 | 108.107 | 54 o BOT | 0 | 0404 | 345, 0 4 298 | 5995 | 0.50 | 450(3) 187 | 0.05 Qg 0.054 Qo 0.298 Do 450 0.178 | 0.94 | 0.167 0.94 | 0.167 | 1.09 | 0.066 10.380 | 10.468 | 10.635. 10.635 | 11113 G10!
100 te OUT/G 6.00 303) 0.88 | 100 | 0.421 | 0.121 | 0.4121 | 102 13.07 | 224 | 0554 [Pipe flow=| Sum upstream flows) (127) CHART 33 Angle 2 10.350 | 10.402
FLOW WIDTH/DEPTH 0.880Wd m $/D0 2.5
Du/Do 1.00 Qg/Qo 0.18 K 0.76
‘$/Do 1.57 cor 0.18 Ku 0.94 Kw 0.94
CALCULATIONS TABLE
FILE: N13078-136.dwg DATE: 15-10-2014 TIME: 20:24 OO
Xref's: X-N13078-TIT USR: Curtis Boorman
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LOCATION TIME SUB-CATCHMENT RUNOFF INLET DESIGN DRAIN DESIGN HEADLOSSES PART FULL DESIGN LEVELS
tc [1 [oo | c [A [GA [A] a Qg | ab te [| 1 [+a [ ot | om] ds | oll s vit 2g | Ku | hu | Kt | hl | Kw | hw | Sf | hf Vp
5 = = |= LE
é z= = z 2/2 |3s gliss 8
2 zi. |3 |S . - 5 siz |z B\28 3 e 5 5 a C
3 = Z 2 |/zZ../ 2 a|& a = = a 3 J=2z|].-/35/8 g = g/ze Suge elu |$ lg |8 3 ™ 4 |e 3 =| gs
zlz = £2 s |£2| 2 jesls./£)/ =) = /£.s2/s j22 2/2/23) 2] 4/2) 7/212.) 2 BS). S/sel5 2 | = 3 3 S\Z//2 /Ss/E | =| 3 |e jes zie |= ee) =
g BS w/t l/S8) 5 |/sHlH#t| SF) SB) So |Se See [Se e|;rz = s| = S|/S>|S|z=/|2/ S /S2/S2l7_les © Ze > lez’ leeifel] Sze jév > gis = a a) fe
2) 5 a 25 w/s /ES| 5s |$8/88/ 2) 3) 2 |ES/Eele_ (82) €/ 2/5) 7.8 |.2)3) 4/2 /2z) 3/2) 5) 2 |Ssle2/-2/Se SSE > (Bsog/2sieg| § 5 |598 > ZB l2Z/zg oa] &
z|/ 5 2 s2 3) 2 /Ss| = |BE/EZ| S| 2] s [SS/2E(/SS/E5| & | 2/83) 85 les) =) 5S) eleS/e2)2) =] & |PS/HSl e955 5 83 S |SSSSSESS| Fle |Fv/ES/=/S|/ 8/2 # | Ze| &
3| 2 3 as |2|/ 8 /de| 2 Se/h2] 2) 5] = lesiec/ez/s3| 5 || 2) 22 lee) 2/2) 8 (82) 8/2) Ss) 2 eelzees|22) 2 = 8 S lsh sseh/eslas| 2 lesles) 5) 8) 2/5) 5) 2) 4 l|es| 2
= s 2 = /Ssisoy5 2\S2/Se = 3 Ee lez| = = & /fzZ/SF/ZSl& e = a 3\<i 5 g/g¢d 2Sj2g/ a /a 8 2 =
a & & 3s S| a |a#2| 2 jfs\es| 3a) 8] s leaez|22/F2| 2) 2) se) oo SF 2) Sf] SSS) S|) E| | FS eselz2zl55 & & & S |SS|SH2/SSS¥H\sS) 5S lealee|/ a8 | S| 8 |S2\8 | 5] = lez) &
yrs % | min {mm/h ha [| ha | ha [Vs | Ws % [Us Us [Vs min_|mm/h | ha | Vs |WVs | Ws [Ws 1 %_| mm [m/s | min n 1 n nm % 1 m_| m/s nm 1 1 1 1 1
5 | EXIST525 | EXIST 525 EXIST 525 6.00 190 100 | 0.575 | 0.575 | 0.575 | 303 6.00 | 190 | 0.575 | 484 485 EXIST 525
100 to) 6.00 303 100 | 0.575 | 0575 | 0.575 | 484 6.00 | 303 | 0.575
5 WwW Ws EXIST 525 6 6.00 | 190 | 0.575 | 484 | 1727 a 485 | 60.201) 1.20 5258) 230 | 0.44 0270 | 150 | 0.404 150 | 0.404 | 137 | 0.824 16.073 | 16.449 | 16.853 16.853 | 17.265 Ww
100 toi) 6.00 | 303 | 0.575 (Pipe flow= $um upsty atten flows) (2.16) 15.351 | 15.625
5 618/T G18/T GIs B.00 140 | 0.83 | 0.79 | 0.267 | 0.21 | 0.211 82 82 200 | 154 1 60 a Gi/k B00 | 140 | O21 | 167 | 1994 | 107 60 1871 | 3.00 | 37513) 054 | 0.03 Qg 0.060 Oo 0.060 Do 375 0.015 | 651 | 0.097 651 | 0.097 | 0.12 | 0.002 15.314 | 15.627 | 15.724 15.124 | 16.249 | G18/T
100 to2/) B00 225 | 0,83 400 | 0,267 | 0.267 | 0.267 | 167 13.00 | 225 0.267 (Pipe flow= Grafe flow) (2.75) CHRT 32: Vo2/2qDo 0,04 H/Do 0,84 15.257 | 15.625
FLOW WIDTH/DEPTH 2.042Wd m Kg side flow 6.51 end flow 4.80
DDWNSTREAM 1.024)
5 au uy EXIST 525,618 6 B03 | 140 | 0.786 | 526 | 1994 wt 485 | 50,663) 873 | 525(3) 230 | 037 Go 0.485 Do 525, 0270 | 109 | 0.296 122 | 0328 | 137 | 0693 | 0.227 | 5.48 | 15.331 | 15.331 | 15.625 15.659 | 16.254 ws
100 to3/) 13.03 | 225 | 0.842 [Pipe flow= $um upsty atten flows) (5.81) Join Pipes: CHART b1 ti 20 Dp 525 theta 5 r/Dq 0.09 10.909 | 11572
VJ and 618/T Du 581 Pu/Do 1.1) Kd 109
Velt 2.240 Vel2 0.543 Kw 0.19 Vu 2.06 WSE 0.33}
Eq Dia 581 Angle 175 Flow 0.545 Ku 1.09 Kw 1.22
5 GIWVK GIVK Gn 10.00 156 | 0.83 0.79 | 0.219 | 0.173 | 0.173 b 91 0.00 189 | 105,107 91 a GI2/L 10.00 | 156 0.173 153 0 56 91 5,066 | 4.69 37513} 0.88 | 0.08 Qg 0,097 Qo 0,097 Do 375 0.039 | 489 | 0.193 489 | 0.193 | 031 | 0.016 11.208 | 11588 | 11.781 1.781 | 12.164 | GI/K
100 to3/) 10.00 251] 0.83 100 | 0.219 | 0.219 | 0.219 | 153 10.00 | 251 0.219 [Pipe flow=|Sum upsyream flows) (3.43) CHRT 32: Vo2/2qDo 0.11 H/Do 1.01 1.971 | 11572
FLOW WIDTH/DEPTH 2.248Wd m. Kg side flow 4.89 end flow 3.89
5 GI2/L GIL G2 3.00 140 | 0.83 0,79 | 0.377 | 0.298 | 0.298 | 116 16 0.00 189 | 105.107 | 116 a GIS 3.00 | 140 0.298 | 236 a 120 16 2st | 9.25 375(3)) 1.05 0.04 Qg 0,116 Qo 0.116 Do 375 0056 | 4.56 | 0.257 456 | 0.257 | O44 | 0.011 11.209 | 11583 | 11,840 NBAD | 12.164 | GI2/L
100 toi) B00 225 | 0.83 | 100 | 0377 | 0.377 | 0.377 | 236 13.00 | 225 | 0.377 Pipe flow=|Sum upstream flows) (4.82) CHRT 32: Vo2/2gDo 0.15 H/Do 1.00 W971 | 11572
FLOW WIDTH/DEPTH 2.704 We m Kg side flow 4.56 end flow 3.66
5 3d 3/d EXIST 525;618,61 6 B40 | 138 | 1257 | 887 | 997 | 209 | 678 | 15.569) 2.25 | s00(3) 240 | O11 Qo 0.678 Do 600 0.296 | 116 | 0.335 AT | 0344 | 122 | 0.190 W971 | 11.237 | 11572 1581 | 12.196 3d
100 tous) 1,012 B40 | 222 | 1438 [Pipe flow= $um upsty atten flows) (3.26) Routine 3.1 Qlv/Qo}0.13 L 0.06 HL 2.51 10.620 | 11.067
Join Pipes: No grate flow: H}L-0.2 = 2.31
GI2/L and 2/) Ku=Kw3 231
Vell 1.035 Vel2 2.208 Combined pipes in line cas}
Eq Dia 616 Angle 158 Flow 0592 Join Pipes:
Routine 2.13 Equiv defln 66 Eqy GI2VL & 2/Jjand GI1/}
CHART 49 Velt 1.988 Vel2 0.777
High vel lat Eq G12/L & 2/J Eq Dia 486 Angle} 165 Flow! 0.678
Dhv 616 Qhy 0.592 CHART 50 Du/Doll.t4 alphg 0
Dhv/Dly 1.6 Dhw/Do 1.03 Kw 0.05 Vu 1.83 WSE 0.22)
Qhv/Qo 0.87 H 257 Ku 0.72|Kw 0.75,
Low vel latrl G11/K Interpolated Kus 1.14 Kw=|1.17
Div 375 Qly 0.086 Div/Do 0.63
5 Ad) Ww EXIST 525;618,G1 6 B51 | 138 | 1257 | 883 | 2924 | 205 | 678 | 61297] 275 | 60013} 240 | 0.43 Qo 0.678 Do 600 0.294 | 152 | 0.447 179 | 0527 | 122 | 0.749 | 0.358 | 3.85 | 10.600 | 10.600 | 11.047 1127 | 11871 us
100 to5/) 1,012 B51 ra) 1438 [Pipe flow= $um upsty atten flbws) (3.60) CHART 50 Du/Do1,00 alpha 62 8915 | 9517
Kw 0.27 Vu 2.40 WSE 0.53
Ku 152 Kw 1.79
5 GI/S GI/S Gt B00 140 | 0.83 0,79 | 0.261 | 0.206 | 0.206 80 80 2.00 433 1 58 un GB/N 13.00 | 140 0.206 163 2046 | 104 58 6216 | 040 3758) 053 0.10 Qg 0,059 Qo 0,059 Do 375 0.0% | 4.21 | 0.060 421 | 0.060 | O11 | 0,007 8914 | 9524 | 9.584 9.584 | 9849 GIs
100 toS/) 3.00 225 | 0.83 100 | 0.261 | 0.261 | 0.261 | 163 3.00 | 225 0,261 [Pipe flow= Grate flow) (100) CHRT 32: Vo2/2qDo 0.04 H/Do 1.63 8.889 | 9517
FLOW WIDTH/DEPTH 1.76BWd m Kg side flow 4.21 end flow 3.38
DPWNSTREAM 0.857)
5 S/d S/d EXIST 525;G18,61 6 B94 | 136 | 1463 | 1029 | 2046 | 303 | 726 | 35.793] 250 | 600(3) 257 | 0.23 Qo 0.726 Do 600 0337 | 0.91 | 0.306 107 | 0359 | 140 | 0.501 8895 | 9.211 | 9.517 9570 | 9.963 S/d
100 to OUT/) 1,612,617 B94 | 218 | 1699 [Pipe flow= $um upst atten flows) (3.43) Join Pipes: CHART b1 ti 20 Do 600 theta 21 r/Do 0.36 8.000 | 8.710
Adj and GI/S Du 645 Du/Do 1.98 Kd 0.94
‘Vell 2.364 Vel? 0.519 Kw 0.21 Vu 2.22 WSE 0.36)
£q Dia 645 Angle 159 Flow 0.726 Ku 0.91 Kw 1.07
5 | EXIST 375 | EXIST 375 EXIST 1/M 6.00 190 1.00 | 0.302 | 0.302 | 0.302 | 159 6.00 | 190 | 0.302 | 254 5 EXIST 375
100 to/M 6.00 303 100 | 0.302 | 0.302 | 0.302 | 254 6.00 | 303 | 0.302
5 uM vy EXIST 1/M 6 6.00 | 190 | 0.302 | 254 | 2713 a 255 | 55.285} 650 | 3753) 231 | 0.40 0272 | 050 | 0.136 050 | 0.136 | 242 | 1.471 | 0.203 | 4.18 | 16.316 | 16.316 | 16.452 16.452 | 17.234 ve
100 to 2/M 6.00 | 303 | 0.302 [Pipe flow= $um upsty atten flows) (4.04) 12.122 | 12.790
5 2M 2M EXIST 1/M 6 640 | 185 | 0302 | 248 | 1795 a 255 | 33974 | 10.50 | 375) 231 | 0.25 Qo 0,255 Do 375 0272 | 032 | 0.088 O43 | O17 | 242 | 0.720 | 0.176 | 5.00 | 12.702 | 12.702 | 12.790 12819 | 13.843 uM
100 to 3/M 640 | 296 | 0.302 [Pipe flow= $um upsty atten flows) (5.14) CHART 50 Du/Do1.00 alpha 1 9135 | 9365
K’w 0.11 Vu 2.31 WSE 0.12
Ku 0.32 Kw 0.43
5 GI9/U GI9/U G9 3.00 140 | 0.83 | 0.79 | 0.424 | 0.335 | 0.335 | 130 BO | 49.45 | 768 1 30 40 GIB/N | 13.00 | 140 | 0.335 | 265 | 1657 | 175 90 | 12819 | 9.15 3758) 0.81 | 0.21 Qg 0.090 Qo 0.090 Do 375 0.033 | 812 | 0.271 812 | 0.271 | 0.26 | 0.034 | 0.105 | 358 | 10.616 | 10.414 | 10.685 10.685 | 11349 | G19/U
100 to 3/M 3.00 225 | 0.83 | 100 | 0.426 | 0.424 | 0.624 | 265 B00 | 225 | 0.424 [Pipe flow= Grafe flow) (4.80) CHRT 32: Vo2/2qDo 0.09 H/Do 0.00 9241 | 9365
FLOW WIDTH/DEPTH 1.132Wd m Kg side flow 8.12 end flow 6.20
DOWNSTREAM 0.478)
5 G20/V G20/V G20 8.00 140 | 0.83 | 0.79 | 0.337 | 0.266 | 0.266 | 103 103 | 1187 | 376 1 82 a G/M | 13.00 | 140 | 0.266 | 211 | 2359 | 129 82 | 11568 | 9.68 | 375(3) 0.76 | 0.19 Qg 0.082 Oo 0.082 Do 375 0.028 | 853 | 0.238 853 | 0.238 | 0.22 | 0.025 | 0.098 | 3.55 | 10.361 | 10.361 | 10.599 10.599 | 11296 | G20/V
100 to 3/M 3.00 225 | 0.83 400 | 0.337 | 0.337 | 0337 | 2m 3.00 | 225 0.337 (Pipe flow= Grafe flow) (4.93) CHRT 32: Vo2/2qDo 0.07 H/Do 0.00 9241 | 9365
FLOW WIDTH/DEPTH 1.478Wd m Kg side flow 8.53 end flow 6.41
DPWNSTREAM 0.511
CALCULATIONS TABLE
FILE: N13078-137.dwg DATE: 15-10-2014 TIME: 20.24
Xref's: X-N13078-TIT USR: Curtis Boorman
TST [cus [Dan] ONTE “cao cece SORLE METRES T TICROPIN Nos Suen DRAWING THLE
pee ee ee AMENDMENT DETAILS SURVEYOR: RPS an
wR RAE EAE 1 INNOVATION PARKWAY, BIRTINYA QM PROPERTIES q CCOMEULT AUSTRALIA STORMWATER DRAINAGE
Sepa fo [wun [rar wan AS SHOWN Ph (07) 5436 7888 Fax (07) 5493 6630 mont wi CALCULATION TABLE
AG DRAWN CHECK PROMET Mo, iain SHAUN PILCHER REO 1593 Brown Consulting (QLD) Py Lid ‘ul SHEET 2 OF 4
MI MATHEW HILL RPEQ 1578 LAKE DOONELLA NOOSA ‘ H ti i
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Page 9

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

LOCATION TIME SUB-CATCHMENT RUNOFF INLET DESIGN DRAIN DESIGN HEADLOSSES PART FULL DESIGN LEVELS
tc [1 [tm |] CTA [GA TAT O Qg [ob tc_[ 1 [A | OF] Om] Os | OTL Ss vq W272 | Ku [hw | Kl] M | Kw | tw] Sf | Af Vp
5 3 2 = =
a z = z 2/2 /8 Biss g
z zi. |g -|s E a S|j= |= gjzs s e 5 S
& Sie Z Ble & > G 5 z zly y S|>a & a Siu |§ wy “4 a 2 5
2 3 Sy PlslE | cle | 2)=/ =| Blu E Z/2 2 J2)el ele /2 = g/ES|S 242 2 /3_l2 |#./2 sl Zils |eo z|s |g Za| 2
z| # = z= S|/23| = |$elee| =| =| = Ee/82/8 lez) 2/5/2) #2) 3) 2) =) 2/8.) 2) 2] 2) s xe/83lS_le, 22 é& 2 /Se/E/Ze/o.| £) 2/2 |2s ele |e] _ se) 2
=| 2 a 2 B4/S/ES| 2 /2es8) 2/3) 2 |Z Selenles|) =F Slelwelez|) aly] 2/22) 2/5)5)| s lssleeltslze ees = /28lesisel238| sl ale |$8 E|/e |e Bis us| 2
z/ & sz |3 Ss) 2 |BEIES| S| =| 5 |SS/ZE/SS/55| 5 | 2/2) SE les) 2) So) 2 leS) 2/2) 5] & SZ/ESi e255 Bes BE /Se/SS/2E FS) Ely lewle8)/ 2/5) = 2/2] . |$e) &
S| 2 z ae 2|S|ze| = |Ee)B2| s S| = /oslzci2z2/$2| 5/2) 2 | Z2 |E2|2| =| 8 |8s| 8/5) 2) s ssze|28/22 zed S jeeosehesas| 2 eases F) 8S) & 2s) 6) 2) 4 les) 2
= 5/82 3 |Sdiga Z/Sz/se #/s = lE#) S #2) S| 2 |#2/Se/2S/e = 2 @ <8 LSedleslee #5 25/8/ 2 3 3 =
3 B & 2s S| a |##| € |fee|ss) 2/8 / 3B |aalez|2e/E2| 2/2) oe) a5 SF Z| S|] SSS SF) EE) eB | ee FSi eelFznS & 2 ES |SS|SHSSSH|s8|\ 5 lealee, a) S| 8 |S2\ 8/5] = leZ| G
yrs % | nin [mm/h ba_[ ha [he [Vs [Ws | % | Us Us [Us min_[mm/h | ha [Vs [Vs [Ws [Vs | m | % | mm | ws | min m m a am] %{[m/omi[ws{|oi{m{o{[om[ oo
5 3M 3/M EXIST 1/M;G19;62 6 B21 | 139 | 0903 | 658 | 2651 | 296 | 362 | 38936) 250 | 525(3) 172 | 0.38 ‘Qo 0,362 Do 525 0.151 | 0.82 | 0.124 093 | 0.461 | 0.76 | 0.297 | 0.275 | 319 | 9.261 | 9.261 | 9.365 9,382 | 10.388 3M
100 to GI4/M o B21 | 223 | 1.063 (Pipe flow= $um upsty atten flows) Bn) Routine 3.1 Eqv G20/V & 2/M and GIS/U 8.268 | 8.740
Join Pipes: Vell 1.4h2 Vel2 4.809
G20/V and 2/M Eq Dia $99 Angle} 195 Flow) 0.362
Vel 0.737 Vel2 1.735 CHART 50 Du/Dol.14 alpha 15
£q Dia 491 Angle 192 Flow 0.273 K'w 0.29 Vu 1.29 WSE 0.14
Routine 2.15 Ku 0.82|Kw 0.93
Join Pipes:
5 GB/N GI3/N GB 3.00 140 | 0.83 0.79 | 0.197 | 0.156 | 0.156 61 22 9.09 189 | 105.107 | 122 a 3.00 | 140 0.156 123 | 2643 1 122 | 6.015 | 050 525(3]} 0.58 0.10 0.017 | 250 | 0.043 250 | 0.043 | 0.09 | 0.005 8.017 | 8745 | 8.788 8.788 | 8.966 G1B/N
100 to GI4/M 13.00 | 225] 0.83 | 100 | 0.197 | 0197 | 0197 | 123 300 | 225 | 0.197 (Pipe flow: Grafe flow) (139) 7987 | 8740
FLOW WIDTH/DEPTH 2.37Wd m
5 Gam GMM EXIST 1/M,G19,62 13.00 140 | 0.83 0.79 | 0.181 | 0.143 | 0.143 56 nN 3118 189 | 108.107 | 77 a B59 | 07 1202 885 | 1720 333 552 | 3.999 | 0.50 75013) 0.61 0.07 Og 0.075 Qo 0.552 Do 1060 0.019 | 145 | 0.028 145 | 0.028 | 0.06 | 0.002 8176 | 8.112 | 8740 8740 | 8975 | GI/M
100 to OUT/M 0,013,014 3.00 225 | 0.83 100 | 0.181 | 0.181 | 0.181 18 B59 | 221 1441 (Pipe flow= $um upsty atten flows) x2 | (1.79) Routine 2.2 3/M ang G13/N 8.156 | 8.710
FLOW WIDTH/DEPTH 1.387 Wd m CHART 48 Velt 0.951 Vel2 1650
Du/Do 0.50 Qu/Qo 0.22 K 1.77 Eq Dia 64 Angle 118 Flow|0.477
-d/Do 2.0 chrt Qg/Qo 0.14 Kg 0.04 CHART B3 Angle
d/Do 15 chrt Qg/Qo 0.14 Kg 0.05 S/D0 2.
d/Do 1.71 interp value Kg 0.05 Du/Do 0.63 Qg/Qo 0.16 K $1.67
Ku=Kw= 182 ‘$/Do 1.97 cor 0.42 Ku -1.55 Kw -1.58
Combined pipes in line case Interpolated Kus] 1.45 Kwa 1.45,
Join Pipes:
5 VRWS, VRWS ng 10.00 156 | 0.82 078 | 0.084 | 0.066 | 0.066 0 0 050 88 | 1080.05 | 29 a 10.00 | 156 0.066 ST 997 28 29 4.000 | 0.75 225(U} 063 | 0.07 0g 0.029 Qo 0.029 Do 225, 0.020 | 7.61 | 0154 761 | 0154 ) O21 | 0.008 16.569 | 16.619 | 16.773 16.773 | 17.170 | /RWS
100 te 2/RWS 10.00 21| 0.82 0.98 | 0.084 ) 0.082 | 0.082 57 10.00 | 251 0.082 (Pipe flow= Grate flow) (20) CHRT 32: Vo2/2gDe 0.08 H/Do 0.21 16.539 | 16.611
FLOW WIDTH/DEPTH 0.12BWd m Kg side flow 7.61 end flow 5.81
5 2/RWS 2IRWS 13 6 10.07 | 156 | 0.066 57 997 2 29 | 14.959} 0.75 | 225(U) 0.63 | 0.25 Qo 0.029 Do 225 0.020 | 180 | 0.036 220 | 0.064 | 0.21 | 0.031 16.519 | 16575 | 16.611 16.619 | 17.166 | 2/RW5S
100 to 3/RWS. 10.07 | 250 | 0.082 (Pipe flow= $um upsty atten flows) (21) CHART 50 Du/Do1.00 alpha 90 16.407 | 16.544
K'w 0.30 Vu 0.73 WSE 0.06,
Ku 180 Kw 2.20
5 3/RWS 3/RWS, ‘119,118 10.00 156 | 0.82 | 0.78 | 0.079 | 0.062 | 0.062 | 27 2 050 88 | 1080.05 | 27 a 1032 | 154 | 0.128 | 10 997 5h 55 | 26.642] 0.75 | 225(U) 121 | 034 Og 0.027 Qo 0.055 Do 225 0.075 | 210 | 0.157 249 | 0.186 | 0.75 | 0.184 16.387 | 16.387 | 16.544 16.573 | 17.04 | 3/RW5S.
100 to 4/RWS 10.00 251] 0.82 | 0.98 | 0.079 | 0.077 | 0.077 | 54 1032 | 268 | 0.159 (Pipe flow= $um upsty atten flows) (21) Angle 111 Chart 47 S/Do 2.5 chartde Interp val for S/Do 1.77 Kw 2.49 16.202 | 16.202
FLOW WIDTH/DGPTH 0.12DWd m Du/Do 1.00 KO 192 K05 2.12 CHART [46
‘Qu/Qo 0.52 Cg 0.97 K 2.12 $/Do 2.) KO 2.06)K0.5 1.92 K 1.92
$/Do 2.0 KO 2.64 KOS 2.40 K 2.40 S/Do 14 KO 2.09K0.5 2.311K 2.30
‘$/Do 15 KO 2.67 K0.5 2.58 K 2.59 Interp yal for S/Do 1.77 Ky 2.10
5 AARWS, 4/RWS, 179,178,177 10.00 156 | 0.82 0.78 | 0.071 | 0.055 | 0.055 uh he 050 88 | 1050.05 | 24 a 10.66 | 152 0.183 155 997 nN 18 | 39.797 | 1.00 300U) 1.07 0.62 ‘Og 0.023 Qo 0.078 Do 300 0.058 | 6.14 | 0358 614 | 0.358 | O43 | 0.173 | 0.181 | 174 | 15.202 | 15.202 | 15.560 15.560 | 16.828 | 4/RWS
100 to S/RWS. 10.00 21} 0.82 0.98 | 0.071 | 0.070 | 0.070 43 10.66 | 244 | 0.229 (Pie flow= $um upst7 atten flows) (1.63) Flow 3/RW5 made eqv grate flow 14.804 | 16.685,
FLOW WIDTH/DEPTH 0.107 We m CHRT 32: Vo2/2gDo 0.19 H/Do 0.00
Kg side flow 6.14 end flow 4.97
K vals above for stepped pipes as gjate flow|
5 S/RWS S/RWS: 179,178,177;116 10.00 156 | 0.82 0.78 | 0.074 | 0.058 | 0.058 B rey 050 88 | 1050.05 | 25 a 128 | 149 0.244 200 997 100 100 | 7387 | 3.00 375(3)) 0.91 0.12 Og 0.024 Oo 0.100 Do 375 0.042 | 7.29 | 0308 129 | 0308 | 033 | 0.024 12.677 | 12.726 | 13.034 13.034 | 15.435 | S/RWS.
100 to GIS/P. 10.00 251| 0.82 | 0.98 | 0.074 | 0.073 | 0.073 | 51 128 | 239 | 0302 (Pipe flow= $um upst7 atten flows) (2.75) Flow 4/RWS made eqy grate flow 12455 | 12.702
FLOW WIDTH/DEPTH 0.11lWd m CHRT 32: Vo2/2gDo 0.11 H/Do 0.13
Kg side flow 7.29 end flow 5.61
K vals above for stepped pipes as gnate flow|
5 GIS/P GIS/P 179;118;177;176,61 6.00 190 | 0.88 | 084 | 0.067 | 0.056 | 0.056 30 30 6.00 267 1 30 a G6/F Whd | 48 | 0.297 | 244 | 2634 121 123 | 6.000 | 100 375(3) 1.11 0.09 Og 0.023 Qo 0.123 Do 375, 0.063 | 0.93 | 0.058 0.93 | 0.058 | 0.49 | 0.030 12.435 | 12.644 | 12.702 12.702 | 13377 | GIS/P
100 to GI6/P. 5 6.00 303 | 0.88 | 100 | 0.067 | 0.067 | 0.067 | 56 hd | 238 | 0369 (Pipe flow= $um upst7 atten flows) (159) CHART 33 Angle 11 12.375 | 12.614
FLOW WIDTH/DEPTH 0.878Wd m ‘$/00 25
Du/Do 1.00 Qg/Qo 0.19 K 0.78
$/Do 1.11 cor 0.15 Ku 0.93 Kw 0.93
5 G16/P GI6/P 179;178;,177;176,61 B.00 140 | 0.83 079 | 0470 | 0371 | 0371 | 1hh the 6.00 267 1 103 AL GIF B00 | 140 0668 | 524 | 2634 | 305 219 | 10.979 | 14.00 | 375(3)] 199 0.09 0g 0.103 Qo 0.219 Do 375 0.202 | 171 | 0.345 AM | 0345 | 157 | 0.172 | 0.449 | 534 | 12269 | 12.269 | 12.614 12.614 | 13377 | G16/P
100 te /P 5,016 3.00 225 | 0.83 100 | 0.470 | 0.470 ) 0.470 ) 294 3.00 | 225 | 0.839 (Pine flow= $um upsty atten flbws) (5,94) Flow G15/P made eqv grate flow CHART B3 Angle 1 10.732 | 10.774
FLOW WIDTH/DEPTH 2,056Wd m CHRT 32: Vo2/2gDeo 0.54 H/Do 0.00 $/Do 2.
DDWNSTREAM 1,067] Kg side flow 3.76 end flow 3,33 Du/Do 100 Qg/Op 0.47 K 1.46
K vals above for stepped pipes as grate flow $/00 192 cor 0.25 Ku 171 Kw 1.71
grate flow decreased by 0.116 from GIS/P K vals step pipes as pipe flow Ku 1171 Kw 1
5 uP uP 179;118;177;176,61 6 B09 | 140 0668 | 522 997 303 219 | 8644 | 14.31 375(3)| 199 0.07 Qo 0,219 Do 375 0.202 | 0.31 | 0.062 036 | 0.072 | 157 | 0135 | 0.149 | 539 | 10.712 | 10,712 | 10,774 10.784 | 11.710 uP
100 to OUT/P 5,016 B09 | 224 | 0,839 (Pine flow= $um upsty atten fllbws) (6.00) CHART 50 Du/Do1.00 alpha 0 S475 | 9.800
K'w 0,05 Vu 1,99 WSE 0.07
‘Ku 0.31 Kw 0,36
5 IN/O. IN/Q 6 3.00 | 140 | 0.000 | 66 997 0 66 | 8157 | 050) 225(Uy 144 | 0.09 ‘Og 0.066 Qo 0.066 Do 225 0.106 | 3.66 | 0.387 3.66 | 0.387 | 106 | 0.087 8141 | 8.246 | 8.633 8.633 | 9.150 IN/O.
100 to B00 | 225 | 0.106 [Pipe flow set by user) (0.99) CHRT 32: Vo2/2gDo 0.44 H/Do 0.43 8101 | 8.159
Kg side flow 3.66 end flow 3.24
5 va va 6 B09 | 140 0.000 66 997 0 66 4500 | 0.50 225(U} 144 | 0.05 ‘Qo 0,066 Do 225 0.106 | 0.81 | 0.086 W2 O18 | 106 | 0.048 8048 | 8.073 | 8159 8.191 | 9.182 vo
100 to OUT/O. B09 | 224 0.106 (Pipe flow= $um upst7 atten flows) (0.99) CHART 51 i 53 Do 225 theta 30 r/Do/0.56 8.025 | 8.025
Du 225 Du/Do 1.00 Ke 0.81
Kw 0.23 Vu 1.66 WSE 0.12
‘Ku 0.81 Kw 1.12
5 IN/R IN/R 6 0.00 | 202 | 0.000 0 997 0 O | 16.390) 0.40 | 375(3]) 0.00 | 0.24 0.000 | 0.20 | 0.000 0.20 | 0.000 | 0.00 | 0.000 6.683 | 6.625 | 6.625 6.625 | 7.300 INR
100 to OUT/R 0.00 | 321 | 0.000 (Pipe flow= Grafe flow) (1.00) 6.625 | 6.625
CALCULATIONS TABLE
FILE: N13078-138.dwq DATE: 15-10-2016 TIME: 20.25
Xref's: X-N1B078-TIT USR: Curtis Boorman
Tar [once [ONT Tsun onen SORE TMETREST TICROPTENT Ne SENT DRAWING TLE
noe AMENOWENT DETAILS SURVEYOR: RPS an
wR RAE EAE 1 INNOVATION PARKWAY, BIRTINYA QM PROPERTIES q CCOMEULT AUSTRALIA STORMWATER DRAINAGE
Sepa fo [wun [rar wan AS SHOWN Ph (07) 5436 7888 Fax (07) 5493 6630 oe wD CALCULATION TABLE
AG DRAWN CHECK PROMET Mo, iain SHAUN PILCHER REO 1593 Brown Consulting (QLD) Py Lid ‘ul SHEET 3 OF 4
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sir FOR & ON BEHALF OF GROWN CONSULTING (QLD) PTY LTO STAGE C1 - C6 Homa Catan Mis ty Hepes Binet LEAH N13078-138 B

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

Page 10

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

LOCATION TIME SUB-CATCHMENT RUNOFF INLET DESIGN DRAIN DESIGN HEADLOSSES PART FULL DESIGN LEVELS
tc [| [ao | C [A [GA [HA] @ Qg | db tc | | [+a | at [ Qn] Qs | O | LS vit W2/2g | Ku [| bu [| KL | N | Kw | hw | Sf | bf Vp
ae g = a3 45
a z= /S Ss also yg : =
, zg Zi | 3 5|# 5 > 5 , 3 zie | S/E3 = 2 Sl. [8 5 4 g 3 | s
£ a Se Bl@yl/ EB Lel | 2/E)=/F lcale 5 2/2 Z| slSElelalz |= = Z/5S|z eu 2 S18 _/2 | .\/2 =| Zle |e ad/s |e 22| £
ze/#/ & z= |.| 5/53) = |Se\de| 5) 2) 5 |Bel88/8 lsZ)2/25/2] #| 3) =| =) 2 /E.| 2) =| 2) 3 sesse_e.| #2 2 = 2 ee Gulse on) 2) 2/2 (25 aj |=]. SE| 2
= 5S x 22 Bis les) sa /2S/Ss) 2) 8) 2s JES Est e/a] & SE Solus lea2lalyv/ 2 |ez/a/3)5) & ssiczt=sise S > = = /2SlwSlscie8) 3 |Se = 3 =xsi2d yo! 5
z E a <2 s Ss| Z/BEIEZ| S) =| 5 |SS/ZE/SS/E5/) = Z2l\|8\Sb jes) 2z/ Ss )/ele5 2/2/22] 8 |f®S/=S 49/55 Fez: 5 lssesee2S| Fw le 28/ -/5) 2/2 2/3 Serge
Ss 3 z YE el# ZS) & /Fee2) XY) eS) SLs zeVMezZlsealreg zi/2/|2¥8 [28 2/2/88 (82 8/5/35) 28 [se 24/S5|8e 3B = 2 BS \=eleS/Th/tSluu| 2 Salss/ Fz] Ss) 8 |Z, 5 = | wi |ES) S
#/2 | 2 $6 | 2) 5/82] s /sg/$E| 8) 8/| 3 /$8/Sziss/28| 2 || =) €2 lef) 3/5) 2/28) 2) 2/8) = EESEESE2Z) 2 s = # /S8|Ss/esizsj2g) 2 |£8/22/2)2) 8 le3| 2) 5) 2 |S8) =
Ss a Ss as S| alae) & /es\ss| a] S|] &B |Ralcs/2=a/E2| Z Tl) eS | eo |SF| & ec B/ES| SS) a) ee] ae ja slrclejez a5 ao 2 &S S |SS\S2/SS/S2\/s9| 5 favlast| a] S |sz| 5 s = Bz) a
yrs % [nin [mm/h ha [ha | ha [Vs [Ws [| % [Vs Us_|Ws min_[mn/h | ha [Ws [Vs [Vs [Ws [| m | % | mm | m/s | nin nm a a m[%[om[ml[ws|n[m[m|[m[ mo
5 VRW3 VRW3 158 10.00 156 | 082 | 0.78 | 0.077 | 0.060 | 0.060} 26 6 050 88 | 1080.05 | 26 0 10.00 | 156 | 0.060 52 997 6 26 | 26.200) 100 225) 057 | 0.464 Qg 0.026 Qo 0.026 Do 225 0.017 | 100 | 0.069 100 | 0.069 | 0.17 | 0.063 | 0.407 | 133. | 17.203 | 17.079 | 17.148 17.148 | 19.053 | 1/RW3
100 to 2/RW3 10.00 251] 082 0.98 | 0.077 | 0.075 | 0.075 33 10.00 ai 0.075 (Pipe flow= Grate flow) (140) CHRT 32: Vo2/2qDo 0.07 H/Do 0.00 Upstregm HGL 17,148 below outlet 16.941 | 16.824
FLOW WIDTH/DEPTH 0.116Wd m Kg side flow 8,70 end flow 6.50 pipe oby 17,203
Part full downstream pipe Set Kp fo 1
5 2/RW3 URW3 158,157 10.00 156 | 0.82 078 | 0.075 | 0.058 | 0.058 6 6 050 88 | 1080.05] 26 0 0.44 | 153 ony 102 997 St St | 31067) 3.00 225(Uy nt 047 Qg 0.026 Oo 0.051 Do 225 0.063 | 5.23 | 0329 5.23 | 0329 | 0.64 | 0.197 | 0.115 | 237 | 13.637 | 13.637 | 13.966 13.966 | 17.510 | 2/RW3
100 ‘to 3/RW3 10.00 251] 082 | 0.98 | 0.075 | 0.074 | 0.076 St Woh | 247 | 0.149 [Pipe flow= $um upstf atten flbws) (2.42) Flow 1/RW3 made eqv grate flow 12.106 | 12813
FLOW WIDTH/DEPTH 0.116Wd m CHRT 32: Vo2/2gDo 0.26 H/Do 0.00
Kg side flow 5.23 end flow 4.38
K vals above for stepped pipes as grate flow
5 3/RW3 3/RW3 158,157,156 10.00 156 | 082 | 0.78 | 0.076 | 0.059 | 0.059 | 26 6 050 88 | 1080.05 | 26 0 10.91 m1 0178 | 150 997 mh 16 | 4.457 | 1.00 300(3) 1.07 | 0.07 Qg 0,025 Qo 0,076 Do 300 0058 | 118 | 0.068 18 | 0.068 | 061 | 0.027 | 0.199 | 151 | 12.745 | 12.745 | 12813 12.813 | 13.091 | 3/RW3
100 to OUT/RW3 10.00 251] 082 | 0.98 | 0.076 | 0.074 | 0.076 | 52 1.91 | 262 | 0.223 [Pipe flow= $um upstf atten flbws) (137) CHART 34 Angle 14 Case 3 12.700 | 12.599
FLOW WIDTH/DEPTH 0.116Wd m $/D0 2.5
Du/Do 0.75 Qg/Qo 0.33 K 0.69
$/D0 1.23 cor 0.49 Ku 1.18 Kw 118
5 VRWA VRWA 151 B00 140 | 0.82 0.78 | 0.067 | 0.052 | 0.052 2 ry 050 88 | 1080.05} 20 0 3.00 | 140 0.052 ut 997 a 20 | 22500) 100 22510) 0.44 | 038 Qg 0.020 Qo 0.020 Do 225 0.010 | 100 | 0.061 100 | 0.061 | 0.10 | 0.022 | 0.092 | 123 | 16466 | 16.327 | 15.388 16.388 | 18307 | 1/RW4
100 te 2/RW4 13.00 225} 0.82 0,98 | 0.067 | 0.066 | 0,065 a B00 | 225 0,066 (Pipe flow= Grate flow) (1.40) CHRT 32: Vo2/2gDo 0.04 H/Do 0.00 Upstregdm HGL 14388 below outlet 16.241 | 16,109
FLOW WIDTH/DEPTH 0.088Wd m Kg side flow 9.61 end flow 6.92 pipe oby 16.466
Part full downstream pipe Set Kp fo 1
5 2RW4 2IRWA 151,150 10.00 156 | 082 | 0.78 | 0.063 | 0.049 | 0.049 | 21 a 050 88 | 100.05] 21 Q B38 | 38 0.101 10 997 MW 38 | 20.000) 100 22510) 084 | 0.33 Qg 0.019 Qo 0.038 Do 225, 0.036 | 100 | 0.084 1.00 | 0.084 | 036 | 0.072 | 0.134 | 146 | 15.041 | 16.951 | 15.035 15.035 | 16.908 | | 2/RW4
100 te 3/RW4 10.00 251] 082 | 0.98 | 0.063 | 0.062 | 0.062 | 43 3.38 | 222 | 0.128 [Pipe flow= $um upsty atten flpws) (140) Flow 1/RW4 made eqy grate flow Part full downstream pipe 14.861 | 14.750
FLOW WIDTH/DEPTH 0.098Wd m CHRT 32: Vo2/2gDo 0.15 H/Do 0.00 Upstregm HGL 15,035 below outlet
Kg side flow 6.98 end flow 5.49 pipe oby 15.041
K vals above for stepped pipes as giate flow Set Kp }o 1
5 3/RW4 3/RWA 151;150;169. 10.00 156 | 082 | 0.78 | 0.064 | 0.050 | 0.050} 22 2a 050 88 | 1080.05 | 22 Q BN | 7 0.151 ” 997 59 57 | 20.000) 100 225) 125 | 0.27 Qg 0.019 20 0.057 Do 225, 0.080 | 4.67 | 0.372 467 | 0.372 | 080 | 0.161 | 0.477 | 158 | 13.261 | 13.241 | 13,613 B63 | 15.508 | 3/RW4
100 to A/RW 10.00 251] 082 | 0.98 | 0.064 | 0.063 | 0.063 | 44 BM | 220 | 0.191 [Pipe flow= $um upsty atten flpws) (140) Flow 2/RW4 made eqy grate flow BOd1 | 12.996
FLOW WIDTH/DEPTH 0.09BWd m CHRT 32: Vo2/2gDo 0.33 H/Do 0.00
Kg side flow 4.67 end flow 3.98
K vals above for stepped pipes as giate flow
5 4/RWA 4ARWS 151;150;169;148 10.00 156 | 082 | 0.78 | 0.064 | 0.050 | 0.050} 22 a 050 88 | 1080.05} 22 Q B98 | 136 0.201 Bh 997 8 16 | 29.176 | 115 225) 1.66 | 0.29 Qg 0.019 0 0.076 Do 225 0160 | 337 | 0.474 337 | 0.474 | 142 | 0.413 N77 | 11554 | 12.028 12.028 | 13.708 | 4/RW4
100 te S/RWA 10.00 251] 082 | 0.98 | 0.064 | 0.063 | 0.063 | 44 3.98 | 218 | 0.256 [Pipe flow= $um upsty atten flpws) (150) Flow 3/RW4 made eqy grate flow MAb | 11.444
FLOW WIDTH/DEPTH 0.098Wd m CHRT 32: Vo2/2gDo 0.58 H/Do 0.32
Kg side flow 3.37 end flow 3.04
K vals above for stepped pipes as giate flow
5 S/RW4 S/RWA 151;150;149,148;14 B00 Wed | 082 | 0.78 | 0.066 | 0.051 | 0.051 | 20 2 050 88 | 1080.05} 20 Q 14.27 | 134 | 0.252 | 191 997 7 Sh | 4683 | 1.00 37513) 0.85 | 0.08 Qg 0.019 Qo 0.094 Do 375 0.037 | 2.96 | 0.108 296 | 0.108 | 0.29 | 0.016 ‘7822 | 8.124 | 8832 8.832 | 11809 | S/RW4
100 to OUT/RW4 7 13.00 225 | 0.82 | 0.98 | 0.066 | 0.065 | 0.065 | 40 14.27 | 216 0319 [Pipe flow= $um upsty atten flpws) (159) Flow 4/RW4 made eqy grate flow 1715 | 8.710
FLOW WIDTH/DEPTH 0.085Wd m CHRT 32: Vo2/2gDo 0.10 H/Do 2.40
Kg side flow 2.94 end flow 2.60
K vals above for stepped pipes as gijate flow
CALCULATIONS TABLE
FILE: N13078-139.dwq DATE: 15-10-2014 TIME: 20:25
Xref's: X-N13078-TIT USR: Curtis Boorman
Tne [ozs [nn aT Srsan Geox SORE METREST TICROFTUNT Te ToeNT DRAWS TIE
foe fe AMENDMENT DETAILS SURVEYOR: RPS rn
2 7 INNOVATION PARKWAY, BIRTINYA QM PROPERTIES \ CONSULT AUSTRALIA STORMWATER DRAINAGE
8 [wr [ w_[ 508 STORWATER DRARAGE AOE, AS SHOWN Ph (07) 5436 7888 Fax (07) 5493 6630 SIOKGT wi CALCULATION TABLE
Blof @ [a [wm [rae wonre DRAWN CHECK| PROMCT Wo. ‘APPROVED SHAUN PLCHER REQ 14593 LAKE DOONELLA NOOSA Brown Consuting (QLD) Pty Ltd egy SHEET 4 OF 4
e[o N13078 | Pre BRAT HLL PEO ITs Smart Consulting Uo 3,1 lnc Po, ige QLD Ante 575. Estee, | ORAWING. NUMBER TSa0E
E ‘Teephons 07 54709240 Focsimile 0754709262 Boson!
Sir FOR & ON BEHALF OF BROWN CONSULTING (QLD) PTY LTD STAGE C1 - C6 shot aba Haiens ty trope Salincoat ‘Lees N13078-139 Cc

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

Page 11

 

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OUT/J 600(3)

  
    

2/J - 1050 dia SL 16.25 G14/M - 1500 dia EXT 900SL 8.975

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

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& § °
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: 3/M - 1800 dia SL 10.388 3/J - 1500 dia SL 12.196
<>

FILE: N13078-140.dwq DATE: 16-10-2014 TIME; 15:45
Xref's: X-N13078-TIT USR: Curtis Boorman
= ee oe Tawa onan Tsun onon SOME METREST eR To as Ten ~~ TAR TE
ATA | co | tein | STRUCTURES wENOED 1 INNOVATION PARKWAY, BIRTINYA QM PROPERTIES 4 CONSULT AUSTRALIA STORMWATER DRAINAGE
ae AS SHOWN Ph (07) 5436 7888 Fax (07) 5493 6630 —_ wi STRUCTURE DETAILS
bic DRAWN CHECK] PROJECT No. ‘APPROVED SHAUN PILCHER RPEQ 14593 Brown Corsutng (QLD} Pty Ltd ul
i e-— tise] LAKE DOONELLA NOOSA Fagg lett not fy i QD is gs Een Fore a
if wore | Ce STAGE Ci - C6 Smart Consulting ‘Suisiandemotane €3 N13078.140 A

 

 

 

 

 

 

 

 

 

Page 12

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

  
    
  
  

 

 

 

 

 

 

 

 

   
  

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

   
 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

RETAINING WALL SCHEDULE FOR TYPE 2A
WALL | HEIGHT ’H1 | HEIGHT 'H2’ | BASE WIDTH] SHEAR ‘KEY’ WALL LAP WALL FOOTING | MINIMUM
TYPE (mm) 300 SERIES (mm) | 'B' (mm) | DEPTH 'D’ (mm) [STARTER BARS] ‘L'. | VERTICAL BARS] BTM BARS |SABP (kPa)
2A 1200 - 950 - N12-400 300 N12-4.00 N12-200 100 20.09 & 20.10 SERIES BLOCKS WHERE
/
2A 14.00 - 1100 300 N12-400 300 N12-400 N12-200 100 10 WIDE COMPRESSIBLE JOINT FILLER ~\ jf PRACTICAL, OTHERWISE USE STD. 20.01
WITH APPROVED FLEXIBLE SEALANT / BLOCKS WITHR16 x 600 GALV DOWEL a
2A 1600 - 1250 300 N16-4.00 300 N12-4.00 N12-200 100 \ / BARS AT EACH HoRIZ, BAR LocaTION.
2A 1800 - 1450 300 N16-400 300 N16-400 N12-200 100 / . / / : Z
2A 2000 = 1650 400 N20-400 500 N16-400 N12-200 100 Sse } SS =
Hite re pains or ni2-200-7-3ans Xf 3
RETAINING WALL SCHEDULE FOR TYPE 2B \ 30 COVER, 300 COG TOP & BTM, N fe}
BLOCKWORK REINF, AS BITUMINOUS PAINT
WALL | HEIGHT ’HY | HEIGHT 'H2’ | BASE WIDTH] SHEAR ‘KEY’ WALL LAP WALL FOOTING | MINIMUM DETAILED (DISCONTINUOUS AT—
TYPE (mm) 300 SERIES (mm) | 'B' (mm) | DEPTH 'D' (mm) [STARTER BARS] ‘L'. | VERTICAL BARS] BTM BARS |SABP (kPa) JOINT)
6mm F.C COVER STRIP 400
2B 2200 600 1850 500 N16-4.00 300 N16-4.00 N12-200 100
2B 2400 600 2050 600 N16-400 300 N16-400 N12-200 100
28 2600 600 2250 700 n20-400 | 500 | Nt-400 | Nie-200 | 100 BCJ DETAIL FOR ALL CORE TYPICAL FOOTING STEP DETAIL
28 2800 800 2500 700 N20-400 500 N16-4.00 N16-200 100
2B 3000 1000 2700 800 N16-200 300 N16-4.00 N16-200 100 FILLED BLOCKWALLS FOR RETAINING WALL 2A & 2B
2B 3200 1200 2950 900 N20-200 500 N16-400 N16-200 100 NTS NTS
RETAINING WALL NOTES es o
DESIGN ASSUMPTIONS. ° -
= MAXIMUM SURCHARGE LOADING ON BACKFILL: 5kPa
- MAXIMUM BACKFILL SLOPE BEHIND & IN FRONT OF WALLS: 1 IN 25
190 160 160
REFER SCHEDULE FOR MINIMUM SAFE ALLOWABLE CAPPING BLOCK ESL CAPPING BLOCK FSL
BEARING PRESSURE (SABP) TO U/S OF FOOTING ~— 7 ~
ENGAGE A GEOTECHNICAL ENGINEER TO VERIFY WALL VERTICAL BARS PROVIDE 12 : : 200 SERIES BLOCKWORK. — _ . .
_ mm NYLEX ‘CORDRAIN' DRAINAGE PROVIDE 12mm NYLEX ‘CORDRAIN’ DRAINAGE
BEARING PRESSURE CAN BE ACHIEVED 65 COVER TO EARTH FACE SYSTEM OR EQUIVALENT TO WALL CONCRETE FILL ALLCORES = _Z — SYSTEM OR EQUIVALENT TO WALL
CONCRETE SHALL BE GRADE N25 S Bo
f= APPLY BITUMINOUS PAINT WALL VERTICAL BARS. —~—&| 4 veal
BLOCKS SHALL BE GRADE 15 TO BACK FACE OF WALL 65 COVER TO EARTH FACE
MORTAR SHALL BE CLASS M3 TO AS3700 WITH APPROVED WATER PROOF ACURA. WATER PROOF
MIX PROPORTIONS 1: 1:6 (CEMENT : LIME : SAND) MEMBRAIN
USE EFFLORESCENCE INHIBITOR = sMovIDE Nie cence ~ 200 SERIES BLOCKWORK . N12-400 HORIZONTAL
FILL ALL CORES WITH 20MPa GROUT WITH A _ BARS AT CORNERS. CONCRETE FILL ALL = PROVIDE N12 SPLICE 300 SERIES BLOCKWORK
FLOWABLE CONSISTENCY & A MINIMUM CEMENT Ss 400 LEG EACH END. CORES 5 BARS AT CORNERS. CONCRETE FILL ALL
CONTENT OF 300kg PER CUBIC METRE a 4.00 LAPS WHERE REQ'D a 400 LEG EACH END CORES
= 400 LAPS WHERE REQ'D
PROVIDE BLOCKWORK CONTROL JOINTS AT MAX. $L82 MESH — j SL82 MESH
8m CRS UN.O |
m FSL 40 TOP COVER | PROVIDE CLEANOUT OPENINGS 2 FSL 40 TOP COVER | PROVIDE CLEANOUT OPENINGS
TOLERANCE ON POSITION OF VERTICAL BARS IN 10 BASE OF WALL ag TO BASE OF WALL
WALL IS + 5 mm loa A |&
slz \ < PROVIDE 200x50 NYLEX ‘STRIPDRAIN’ DRAINAGE Be slec Ca TO eee OE EAL ADR N DRAINAGE
| 2 als
| 3 SYSTEM TO BASE OF WALL AND =e DISCHARGE CLEAR OF STRUCTURE
\ H DISCHARGE CLEAR OF STRUCTURE OUTLETS TO BE PROVIDED AT 30m CRS MAX UN.
— ——_ GUTLETS TO BE PROVIDED AT 30m CRS MAX UN.G Tn
2 oe a we ‘ WALL STARTER BARS a a ae we Coton BARS
f 50 BTM COVER 75 COVER TO EARTH FACE
eet N12-200 Ppa PAS A Won TOEARTH FACE SHEAR KEY | n12-200, ~ wet | N12-200
4.00 RANDOM LAPS | I Nt v 400 RANDOM LAPS | D
1_ ; tk WHEN ‘D' EXCEEDS 100 DEPTH 'D ; 4 S WHEN ’D” EXCEEDS 100
i 50 _~ 40 1 | 50 \ 12-200 'L'
FOOTING BOTTOM BARS TA gay N12 200 'L’ BARS FOOTING BOTTOM BARS EA 250 N12-200 'L’ BARS
50 COVER N. 50 COVER poe
BASE WIDTH ’B’ 2INt2 BASE WIDTH 'B’ —2/NI2
- TYPE 2A wats up to 20m HGH) - TYPE 2B wwatts over 2.0m AND UP TO 3.0m HIGH)
NTS NTS

LE; N1B078-141.dug_DATE: 17-10-2014 TIME: 0958
ref’s:_X-NEB078-TIT X-NO78-BASE X-NBBOTS-BULK EARTHWORKS X-NIBO78-CONTOURS X-NIBO7S-CUT-FILL USR: Curtis Boorman

 

FIRST
SUE

CALS,

[DRAWN] — DATE:

 

F

AMENDMENT DETAILS

Te | 78.05.16

 

 

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al Slo] @]>

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B_[ 6.10.14 [FOOTING DEPTH AMENDED

 

SCALE (METRES T TMIGROFILM No “CLIENT

DESIGN CHECK|

SURVEYOR: RPS
1 INNOVATION PARKWAY, BIRTINYA
Ph (07) 5436 7888 Fax (07) 5493 6630

QM PROPERTIES

 

‘PROJECT

 

 

 

 

 

 

 

 

 

 

AS SHOWN

PROJECT No.

N13078

DRAWN CHECK| SHAUN PILCHER RPEQ. 16593}

LAKE DOONELLA NOOSA

"APPROVED
MATHEW HILL RPEQ 11578

(reaper nos HED Tat

 

 

 

 

 

STAGE C1 - C6

FOR & ON BEHALF QF BROWN CONSULTING (QLD) PTY LTO

CONSULT AUSTRALIA

BROWN

Brawn Coneutting (QLD) Pty Lid
Smart Consulting

ing (QLD} Phy
Laval 8, 16 krnsvationPariceny, Brtinge QLD Anatolia 4575
Tdeghone 07 54709240 Ferximile 07 5470 9282
vino Cotas Macure Spy Bert Bust Ct

DRAWING TITLE

 

 

BLOCKWORK
RETAINING WALL DETAILS
Tas N13078-141 A

 

 

 

Page 13

 

REFER DRG _N13078-144 FOR CONTINUATION

 

  
 
  
   
 
 
 
 
 
  
    
 
 
  
   
   
  
  
     
 

 

 

 

 

 

 

 

 

 

  

 

 

 

   

  

  
  

   
  

      

 

 
  

 

 

 

 

 

 

 

 

 

 

 

 

NOTE: KOGA
REFER TO N13078-104 FOR SEDIMENT I
AND EROSION NOTES AND LEGEND.
ae
NOTE: ay
REFER TO N13078-106 FOR
N SEDIMENT AND EROSION DETAILS. 7
| a
'— PROVIDE TEMPORARY
KERB CUT-GUTS OR
SUITABLE BUNDING
AFTER ROADWORKS
PHASE TO DIVERT SITE
RUN OFF TO BASIN
i
A Ii
|
|e
B
NW
ME PROVIDE TEMPORARY
ij KeRB. cuT-ours oR
(lf, SUITABLE. BUNDING
P~ |i" AFTER ROADWORKS
_JN\ PHASE TO DIVERT SITE
\RUN OFF TO BASIN
TO BE BLOCKED DURING
SEDIMENT BASIN OPERATION
STORMWATER OUTLET PIT
TO BE BLOCKED DURING f
SEDIMENT BASIN OPERATION
\ , . : yy : feb ae, 901 XY ‘yD y
NS SD . . . ~ * “ . ™ At L _ Ml ¢ s
et XNBOTECET HMSO BASE XNBOTEES HNBOTE-CONTOURS USR ats Beemon REFER DRG N13078-142 FOR CONTINUATION
sr [once ane] Oar SORE TREES THORP Tr SORT SAAT TNE
AMENDMENT DETAILS DESIGN CHECK SURVEYOR: RPS rn
ee 1 INNOVATION PARKWAY, BIRTINYA QM PROPERTIES \ CCONEULT AUSTRALIA SEDIMENT AND EROSION CONTROL
BB) oo [em [sine onve TRE CORT ATOWENTS OED su ese » oo a Ph (07) 5436 7888 Fax (07) 5493 6630 SIOKGT dl ROADWORKS AND DRAINAGE PHAS§
Nic DRAWN CHECK] ———— PROMECT Wo. APRONS SHAUN PILCHER RPEQ 14593 Brawn Ceneuting (QLD) Pty Ltd Qu PLAN SHEET 2 OF 3
ep ‘900 8 N13078 |) Pe HATE HL E078 LAKE DOONELLA NOOSA Smart Co lting Ul, eon ay, Sis QD An 75 peed aa
i STAGE C1 - C6 MATE ONSTTE, en Tai a N13078-143 B
siF FOR & ON BEHALF GF BROWN CONSULTING (QLD) PTY LTD ohne Canberra MeRounns Syteny eyppere Gatien Comat = Lc 40K -

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

Page 14

 

REFER DRG _N13078-147 FOR CONTINUATION A

 

NOTE:
REFER TO N13078-104 FOR SEDIMENT
AND EROSION NOTES AND LEGEND.

 
 
  
   
   

 

 

 

NOTE:
REFER TO N13078-106 FOR
SEDIMENT AND EROSION DETAILS.

 

 

 

 

Zz

 

 

 

 

901

 

 

 

 

 

 

 

 

 

 

 

 

pte HNITOCHT A MINTE BASE XNBOTE-ESC XeNDUTAONTOURS USR: Cris Booman ‘REFER DRG N13078- “TLS FOR CONTINUATION
ar [ones [bmn] oar Tm ONE SORE METRES TCR he can Tan TT

AMENDMENT DETANLS SURVEYOR: RPS
pref ee fee ste {no Somes mr a mas an 1 INNOVATION PARKWAY, BIRTINYA QM PROPERTIES 4 £5 SEDIMENT AND EROSION CONTROL
Be) [ee [em [SRE OVE No WRU CUR ATEN ROED ‘sos » om Ph (07) 5436 7888 Fax (07) 5493 6630 SITET PRACTICAL COMPLETION PHASE
HG DRAWN CHECK ———$— PROCT Ho APPROVED SHAUN PLCHER REO Ws Brown Consuting —. uid a PLAN SHEET 2 OF 3
b ‘100 a3 LAKE DOONELLA N :
ir N13078 JP RE A NOOSA Smart Consulting ‘giiteratc nsw a= a
8 F FOR & ON BEHALF OF BROWN CONSULTING (QLD) PTY LTD STAGE C1 * C6 Wehcuurs Opdery Ongapere Sunshine Comet: N13078-146 B

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

Page 15

 

 

 

 

 

 

125

 

 

 

 

 

 

18.50m

 

600x900 FIELD INLET WITH
GRATED LID. RL 13.63

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

PROVIDE 5m? ROCK SCOUR
PROTECTION TO 2.0m WIDE CUT
OUT IN KERB TO ALLOW Q3
MONTH FLOW INTO BIO-SWALE

—

PROTECTION TO 2.0m WIDE CUT
OUT IN KERB TO ALLOW Q3
MONTH FLOW INTO BIO-SWALE

 

 

UGE

 

UGE

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

BIO-RETENTION SWALE FILTER
RL 13.33 AT INLET PIT

2.00m

OUTLET INTO BASIN

AT RL 14.55
PROVIDE 3m? ROCK SCOUR
PROTECTION TO OUTLET

  

 

 

 

 

  
  
 
 
 
  
   
 
  

co
OTE = BIO-RETENTION BASIN DETAILS LEGEND
Ee 70 N13078-131 FOR BIO PARAMETER BASIN — EXISTING SURFACE CONTOUR
- FILTER SURFACE AREA (mn?) 78
DETENTION BASIN NOTES AND DETAILS. 600 1200 _ 600 FILTER SURFACE LEVEL (m) VARIES — — —$0.0_ _____ DESIGN SURFACE CONTOUR
4 TEMPORARY PONDING DEPTH (mm) 300 —— eo — — SLOTTED PVC PIPE WITH C.l. CAP
a Ai TOP_OF EMBANKMENT (m) VARIES SUBSOIL CLEAN OUT POINT
o sw——— PROPOSED STORMWATER PIPE
aa ~— in — 7— SAFETY FENCE - AS DETAILED
I~ BIO-RETENTION SWALE FILTER
MEDIA. REFER DRG. N13078-131 STEEL BEAM GUARDRAIL
FOR DETAILS 500 1800 500. ROCK ARMOURING SCOUR PROTECTION
SECTION (A) 2
SCALE TAN: 150 (7 1 BASIN FILTER AREA
SCALE (43) 1:100 TAN
'g 2
I~ BIO-RETENTION SWALE FILTER
MEDIA. REFER DRG. N13078-131
FOR DETAILS
SECTION (B)
SCALE (AT: 1:50
SCALE (A3):1:100 YS
‘ff .
ty J
ral;
Le |
Fog} ee
i; SUBSOIL DRAIN
! CLEANOUT POINT
i 124 PROVIDE Sm? ROCK SCOUR
i
Li

 

 

 

 

 
 

NOTE
SWALE SECTION WITH NO FILTER MEDIA 0.75m

EITHER SIDE OF ELECTRICAL (TYP). SUBSOIL

DRAIN AND SWALE PROFILE TO CONTINUE
fy]
1}

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

— == == = se a = == == == = == =
FILE: N13078-149.dwq DATE: 16-10-2014 TIME: 15:59
iXref's: X-N13078-TIT X-N13078-BASE X-N13078-CONTOURS USR: Curtis Boorman
ant [ous [ew On Cro SER a <a SERN TE

AMENDWENT DETARS pean GEOR SURVEYOR: RPS

LS a 7 INNOVATION PARKWAY, BIRTINYA QM PROPERTIES q CONSULT AUSTRALA STORMWATER DRAINAGE
af ee ee Ph (07) 5436 7888 Fax (07) 5493 6630 os NORTHERN BIO-RETENTION SWALE
N 1.200 AB PROJECT
AG DRAWN CHECK] PROJECT No. ‘APPROVED SHAUN PILCHER RPEQ 14593 Brawn Ceneuting (QLD) Pty Lt Ou LAYOUT PLAN AND SECTIONS
MD MATHEW HLL RPEQ 1578 LAKE DOONELLA NOOSA ;. ieee a ine CD Ate ma
ae N13078 J Poe oRENT THOMAS RPE Tet STAGE Ci - C6 Start Constlting  '} einen ey a0 ee apa [Bene Rowen N1078-149 “
s\F FOR & ON BEHALF GF BROWN CONSULTING (QLD) PTY LTD (fiohane Canberra Mourn yloey Ringapere fution Comet A

 

Page 16

 

FLE, N1B078-150.dwq_DATE; 16-10-2014 TIME: 1559

—2

 

 

 

NOTE:
REFER TO N13078-131 FOR BIO
DETENTION BASIN NOTES AND DETAILS.

 

 

 

 
 
 
 
 
  
 
  

PROVIDE 5m? ROCK SCOUR
PROTECTION TO 2.0m WIDE CUT
OUT IN KERB TO ALLOW Q3
MONTH FLOW INTO BIO-SWALE

PROVIDE Sm? ROCK SCOUR
| PROTECTION TO 2.0m WIDE CUT
OUT IN KERB TO ALLOW Q3
| MONTH FLOW INTO BIO-SWALE

 

 

 

 

 

 

 

 

 

 

 

 

600x900 FIELD INLET WITH

GRATED LID. RL 11.15

BIO-RETENTION SWALE

FILTER RL 13.33 AT INLET PIT.

PROVIDE 5m? ROCK SCOUR
PROTECTION TO 2.0m WIDE CUT
OUT IN KERB TO ALLOW Q3

MONTH FLOW INTO BIO-SWALE

7

Xref's: X-ND3O78-TIT X-NIBO78-BASE X-N1307#-CONTOURS USR: Curtis Beorman

  

AT RL 12.45

\%

PROVIDE 3m? ROCK SCOUR
PROTECTION TO OUTLET
OUTLET INTO BASIN

  
 
 
 
 
 
 
 
 
  
 
   

      
   

 

NOTE

EITHER SIDE OF ELECTRICAL (TYP).

 

SWALE SECTION WITH NO FILTER MEDIA 0.75m
SUBSOIL
DRAIN AND SWALE PROFILE TO CONTINUE

 

 

VARIES

(FINISH PER LANDSCAPE ARCHITECTS

DETAILS)

BIO-RETENTION BASIN DETAILS LEGEND
eee ET BASIN ____ EXISTING SURFACE CONTOUR
IL URFACE AREA (m*) 57
50.1
FILTER SURFACE LEVEL (m) VARIES. — — 2 — — DESIGN SURFACE CONTOUR
TEMPORARY PONDING DEPTH (mm) 300 —— 2 —— SLOTTED PVC PIPE WITH Cl. CAP
TOP OF EMBANKMENT (m) VARIES SUBSOIL CLEAN OUT POINT
sw— PROPOSED STORMWATER PIPE
— 7— SAFETY FENCE - AS DETAILED
STEEL BEAM GUARDRAIL
ROCK ARMOURING SCOUR PROTECTION
BASIN FILTER AREA
N12-250 HORIZONTAL BAR FOR FULL
1200 150 LENGTH OF CONCRETE UPSTAND

 

PONDING va

 

  

 

 

 

N12-300 HOOKED BAR 600 LAP

500mm INLET THROUGH KERB

  

 

 

 

800mm FILTER MEDIA <0.05-3.4mm
PARTICLE SIZE.

REFER N11043-SK60
FOR MATERIAL COMPOSITION GUIDE

50mm GRAVEL LAYER (PER LANDSCAPE

 

 

ARCHITECT SPECIFICATION)

 

 

 

 

 

 

ROAD PAVEMENT AS SPECIFIED
| -—— OPTIONAL POUR BREAK

 

 

200

 

100mm TRANSITION LAYER 0.5-2.0mm —4

 

PARTICLE SIZE (TYP COARSE SAND)

200mm DRAINAGE LAYER 2.0-5.0mm
PARTICLE SIZE (TYP FINE AGGREGATE)

 

 

 

 

 

 

 

300 _(MIN.)

 

 

SLOTTED 100% PVC PIPE TO STORMWATER
PIT (0.50% MIN GRADE). PIPE TO HAVE MIN
50mm OF SCREENINGS ABOVE

BIOPOD TYPICAL SECTION

\ sm MATERIAL

TYPE 1A (MODIFIED) ('D’ LESS THAN 800mm TOTAL DEPTH)

SCALE 110@A1

TYPICAL SUB-SOIL DRAINS ADJACENT TO
BIORETENTION BIOPODS SHALL BE SOLID PIPE

2x LAYERS SL82 MESH,

| pm MIN. COVER
PROVIDE CONCRETE FILL UNDER PAVEMENT BOX

FOR THE LENGTH INCLUDING 0.5m BOTH ENDS
OF THE BIOPOD AGAINST BACK OF KERB.
FOUND 200 MIN. BENEATH LINE OF INFLUENCE
(L.0.1.) TO BIOPOD AS INDICATED.

 

 

 

 

 

SCALE (METRES 7

 

 

 

 

 

 

 

 

 

 

 

MCROFIUM No,

 

‘CLENT

 

 

 

DRAWING TITLE

 

 

frit far| eee en T INNOVATION PARKWAY, BIRTINYA QM PROPERTIES \ contra STORMWATER DRAINAGE

a wae nck en 11001 12.3 A Ph (07) 5436 7888 Fax (07) 5493 6630 —_ BROWN SOUTHERN BIO-RETENTION SWALE
bic Drawn creck] ‘°° 8 PROJECT Mo. ‘APPROVED SHAUN PILCHER RPEQ 14593 Brown Consufting (01D) Pty Ltd LAYOUT PLAN AND SECTIONS
i i “| | LAKE DOONELLA NOOSA i tonite Wipe QDs Rabel bem aa
ir N13078 Try [pe bes STAGE Ci - C6 Smart Consulting ‘username Srna N13078-150 A

 

 

 

 

Page 17

 

REFER DRG_N13078-202 FOR CONTINUATION
NOTE: t

REFER TO N13078-202 FOR SEWERAGE
RETICULATION NOTES AND DETAILS.

 

   
 
  
   
      
     

 

 

 

 

NOTE:
REFER TO N13078-200 FOR
SEWERAGE RETICULATION LEGEND.

 

 

 

 

Zz

  

1 ons

 

 

ww J,

115,
SS /
$$$

 

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fT /

 

 

 

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1

LIVE WORKS CONNECTION.
REFER SEWER LIVE WORKS
TABLE ON DRG. N13078-202

 

1752h,.819m,_

EXISTING SEWER

 

 

 

EXISTING SEWER MANHOLE
COVER TO BE RAISED TO
NEW SURFACE LEVEL

 

 

 

    

yy if £ 8 y
up 8.00 {CAhL. y 901

‘G
4 SSN

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

VE

rt XCNBUISSHT A ARUTG-BASE XCNTSOE SEVER RETIULATION X-NBOE-CONTOURS USR: Cutis Boorman REFER DRG N13078-200 FOR CONTINUATION
IC SORE TREES TORO Tr SENT TAR TE

AMENDMENT DETAILS DESIGN CHECK SURVEYOR: RPS rn
aa ee 1 INNOVATION PARKWAY, BIRTINYA QM PROPERTIES 4 CONSULT AUSTRALIA SEWERAGE RETICULATION
ie [CB | 0 | SRE ORVE ALENT APENTED ‘sos » oom mower ue and 5436 7888 Fax (07) 5493 6630 SOIT dl sieer 2 Araby
x DRAWN CHECK ————$— » SHAUN PLCHER REO 1s Brown Cnsuting (LD) Ply Lid al
“ib ‘00 a3 LAKE DOONELLA NOOSA ‘ se my iis Bar
HE N13078 7 (Pees STAGE Ci - C6 Smart Consulting  'unineun tenable it my [orn warn 1078-201 =
siF FOR & ON BEHALF GF BROWN CONSULTING (QLD) PTY LTD (Mrotane Conbarm Mehours Spivey rgepere Sunetine Cemt Lc 484 -

 

 

 

 

 

 

 

 

 

 

Page 18

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

LEGEND

STRUCTURE TYPE

 

 

900B CONCRETE LOCATED IN
@ | ROADS, FOOTPATHS OR LOTS.
DEPTH<3.00m

 

1200% CONCRETE LOCATED IN
F | ROADS, FOOTPATH OR LOTS.
3.00m<DEPTH<4.25m

 

1200% CONCRETE LOCATED IN
ROADS OR LOTS. DEPTH>4.25m

 

600% PE MAINTENANCE SHAFT
MS | LOCATED IN FOOTPATHS OR LOTS.
1.30m<DEPTH<5.0m,

STORMWATER LINE

 

 

 

JORIZONTAL BEND.
STRUCTURE COVER TYPE

 

B__ | NON-TRAFFICABLE

 

 

D | TRAFFICABLE

 

D(BD) | TRAFFICABLE WITH BOLT DOWN

 

MAINTENANCE HOLE DROP TYPE

 

FALL THROUGH MH

 

al>

OBLIQUE 45° BACKDROP

 

D__| EXTERNAL BACKDROP.

 

MAINTENANCE SHAFT DROP TYPE

 

MS-A | BULB CONNECTION (20mm/OBVERT)

 

 

 

MS-B| RISER CONNECTION {>=750mm)

 

 

NOTES:
1, ALL PROPERTY CONNECTIONS TO BE 110%
UNLESS NOTED OTHERWISE.

@ CROSS ROAD HOUSE CONNECTIONS

 

 

 

 

 

 

 

 

\ >
\

STORMWATER LINE
DN 375 (IL 1137 approx]

WATER MAIN DN100

   
 

| —— CONCRETE BUL!
SEQ. STD. DRG. 1206-1
i

STORMWATER LINE

EFER LIVE WORKS
FOR CONNECTION DETAILS

STORMWATER LINE
DN 375 (L 14.54 approx]

WATER MAIN

 

 

 

 

 

HAND MAE OM “YY MY ®) &) Yaw!” Ow @)
MANHOLE TYPE & DROP 2 lg ee £|2 2. 22 2 42 “<2 “2 22 ¥le ge g
LID TYPE 2 8 | 8 | S | 6 | 6 a a 2
JUNCTION LINE & DROP ~ . le [ls
T T T T
DEPTH TO HC | | | | BIR)R Ea Ea Ea
| | | |
HOUSE CONNECTION | algle 3 a} 8
INVERT LEVEL | | | aisle = z 2
HC TYPE | ales G S g
HC LOT No L_=lels g = z
CH. FROM D/S MH | 8 g g) &
4 2 a

 

 

 

 
    
 
 

KHEADS TO

 

 

 

 

 

 

 

 

 

 

DN 225 (IL

|

 

L

WATER MAIN DN150

 

 

/

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

\ —>~ ae
DATUM | a ) | ‘DATUMRL 10.0! J
STREET ETC t t t t T t t t
| | | | | | | |
DIAMETER | | | 160 PE100 CLASS SDR21 | f } 1
GRADE 4: 180.00 a 1: 1.00, | 1:55.00 1:55.00 | 1: 2150 1:2150,
T+ 4 t+ TH 7 TH rt TH 114
JUNCTION INVERT LEVEL 8 ||| 8 b}| ll 8 i!) 8 bli ot 2 i i!i 8 i! bl} od lt z
. Eloi Li ply * phy Ll | — Ll ply = Ll Lt | | -
~ ale aatel of. ol CI TI ale! ole lel OL ele LE! J, aL! JJ. CLL AI. CLL CII o cele _
DEPTH TO INVERT = af Sale| S/& SSR) FBS SBR 8/8 BSE) Ss S/§ S68) S/5 S88) S/6 SRR S/= SSe SIRE) SF = a2 8
1 | 4 14 rl i 14 i 14 | tL i 14 i 14 i 14 | |
INVERT LEVEL zs als els! gle gel sel sla eeyl slg gel gk! gis skal sls see! gle sel slg gig! sile's! 5 g 28 z
OF SEWER SF efe Gels Se SRR) Sr) sje see) sls sel se s/= see, ala | 3/3 Ss, sls ee) sisle) s = sje 2
1-4 htt rH tHt+—- 4 rH tH ttt 4
DESIGN SURFACE es} =| galsi g| geki gag g) $88 §| SEE SBE S| 88S 3) S88 g| see 2) SBR Bigg) g} = 8 8
LEVEL “ery MP ery erry Ft] SRR RP OFRR) FRR) FOF Of] ORR) A) FPR Of] FRR) FRR FOF . .
os ~ a sls! es splighe| cole 2 elelel abel als z algel = wkel ¢ aesl = agel glelel 2 e 2 2
RUNNING CHAINAGE S| S| 3s!8| 8] gee see 2) see gs} EGE eeel S| aslel S| eel g| See 2) sels giglsl a} = 3 S
ey pe Srey See * “er * “ce * ee” eer sy - *
16.622 24.819 15,398 6.256 11.936 5.16 21,939 26.749 25.000 20.270 45.930 16.940

FILE; NIBO78-203.dwq_ DATE; 16-10-2014 TIME: 16.06

Pxref's: X-NBBOI8-TIT X-NIBO78-BASE X-NIBO78-SEWER RETICULATION USR: Curtis Boorman

 

g
g
2
$

a
5

PROPERTY CONNECTION

BLE

TYPE A
STANDARD & EXTENDED <0,300m

a
=, Zl ae

 

 

At
4
His RSD

a3} A, Le A

a
%0

 

 

TYPE B

SLOPED CONNECTIGN 0.301m-0.500m

e
BI <4 4 B2
0.50 max- 0.50 max-
vias fH)

B3 bt | i Bu
50 max! | 0.50 mex
TYPE C
VERTICAL RISE 50.50im

 

 

 

 

 

a im re] 0
4.50 max: 1.50 max
MS. Ms [2

C3 | 0.75 min 0.75 min Ch
MH MH [2

 

 

 

 

 

 

 

TARST | CALCS [ORAWN] _ DATE
LF eon

 

i

AMENDMENT DETAILS

SURVEYOR: RPS

 

Nt [a [ 2606.1 [UD TYPES AMENDED

1 INNOVATION PARKWAY, BIRTINYA
Ph (07) 5436 7888 Fax (07) 5493 6630

 

@ [ce | 16.10.4 [ SURFACE PROFILES AMENDED

 

LL ——_————

 

 

[ea

 

 

 

 

 

 

O4zmzOzmE>
Palm o] oe] >

 

 

 

 

 

FOR & ON BEHALF OF BROWN CONSULTING (QLD) PTY LT0

“CLIENT

QM PROPERTIES

 

‘PROJECT

anew i fr ibs LAKE DOONELLA NOOSA
STAGE C1 - C6

 

BROWN

‘Brown Consulting (QLD) Pty Ltd

DRAWING TITLE

SEWER RETICULATION
LONGITUDINAL SECTIONS

SHEET 1 OF 4

 

Logo 3, 14 nonaton Polvo, Bitingy QUD Antli 4575,
Forsinile 07 54709282 BOD
ey

‘DRAWING NUMBER

Smart Consulting

 

 

 

N13078-203

 

 

Page 19

 

 

MANHOLE/END NAME

LINE 3

 

LUNE 3

 

LINE

)

6

LINE 6

 

LINE 6

 

 

 

MANHOLE TYPE & DROP

ani
‘adiu
M!

tn
adiu
MS

adiuNS
MS

 

MS
MS-AK>
‘15m Hj
adiu:

MS
MS-AKS

tn
adiu\S
MS

an
‘adiu:

MS

adi

MS

MS
MS-AK=

MS

MS-Bh=

MS

 

 

 

 

 

LID TYPE

D

D

D

D
D

D
D
B

B

 

 

 

 

JUNCTION LINE & DROP

71
8

 

 

 

 

DEPTH TO HC

1.478
1300

1300
1300

2.142
1300
2.065
1300
1300
1300

1300
1.554
2.070
1300

1553
1300
1300

1300
1300
1300
1300

 

 

 

 

HOUSE CONNECTION
INVERT LEVEL

16,855
15.033

15.843
15.843

1750
10.142
11.450
12.379
14.204
14.170
15.227

8.914
8.660
11.745
12515

15.200
15.453
10.533

12.425
14,225
15.625
11M

 

 

 

 

HC TYPE

G

G

Al
Al
4H

B

 

 

 

 

HC LOT No

133 | Ch

BOG

Bt

37 | (2
138 | (2
39 | (2
140

144 | Ad

451] GB
16 C4
433

142 | C4
141

47) B

148)
ug} a
50} C1

 

 

 

 

CH. FROM D/S MH

 

14.207
14.207

25.717
as.7i7

16.300
35.000
36.489
0.492
6.720
7.690

2.818

14.207
14.207
14.207
14.207

25.199
25.199
0.000

25.000
45.000
68.000

 

 

 

 

LEGEND

STRUCTURE TYPE
900B CONCRETE LOCATED IN
G | ROADS, FOOTPATHS OR LOTS.
DEPTH<3.00m
1200@ CONCRETE LOCATED IN
F | ROADS, FOOTPATH OR LOTS.
3.00m<DEPTH<4.25m.
1200% CONCRETE LOCATED IN
ROADS OR LOTS. DEPTH>4.25m
600% PE MAINTENANCE SHAFT
LOCATED IN FOOTPATHS OR LOTS
1.30m<DEPTH<5.0m,

 

 

 

 

MS.

 

NOTE:
"VB" = VERTICAL BEND
"HB’ = HORIZONTAL BEND
STRUCTURE COVER TYPE
B | NON-TRAFFICABLE
D_ | TRAFFICABLE
D(BD) | TRAFFICABLE WITH BOLT DOWN
MAINTENANCE HOLE DROP TYPE
A__| FALL THROUGH MH
C OBLIQUE 45° BACKDROP
D | EXTERNAL BACKDROP
MAINTENANCE SHAFT DROP_TYPE

 

 

 

 

 

 

 

 

 

 

 

 
  

NOTES:

1, ALL PROPERTY CONNECTIONS TO BE 1100
UNLESS NOTED OTHERWISE

2, REFER N13078-206 FOR SEWER PROPERTY
CONNECTION TABLE

@ CROSS ROAD HOUSE CONNECTIONS

HC TYPE A

 

HC 133 - 130m DEEP IN LOT

   
 

STORMWATER

 

‘

 

HC TYPE A

   
 

WATER MAIN DN100

 

 

 

 

 

 

 

Yt fo bE etm

 

\
\
\
~

N
\AXN [tej py

HC TYPE A

|
) concrete BULKHEADS TO
SEQ. STD. DRG. 1206-1
1

a

4 5 BULKHEADS

| AT 10.00 (RS
|
|
|
|
|

 

 

|
|
|
|
|
|
K&
YON \

   
  

N
DATUM al 5.0

 

\

HC 146 - 1.30m DEEP IN LOT
HC 144 - 130m DEEP IN LOT

HC TYPE A

    
 

   

STORMWATER LINE
DN 375 (IL 10.46 approx)
WATER MAIN DN150

WATER MAIN DN1S0

 

 

>

 

\ fot |-f —_j- _|_ Lent

HC 142 - 130m DEEP IN LOT

HC TYPE A

     

   

DN 375 (IL 14.95 approx
WATER MAIN DNISD

STORMWATER LINE

 

 

 

 

 

 

_S

 

a YE

 

6 BULKHEADS
AT 10.00 CRS

|
|
|
\
\
XN

)

 

 

 

 

STREET ETC
DIAMETER
GRADE

1
ROAD RESERVE
T

1
ROAD RESERVE
T

TROAD RESERVE
T

1
ROAD RESERVE ROAD RESERVE
T T

1
ROAD RESERVE
T

1
ALLOTMENT
T

 

 

 

 

160 PE 100 CLASS SDR21

|
160 PE100 CLASS SDR21

|
160 PE100 CLASS SDR21

|
160 PE100 CLASS SDR24

160 PE100 (LASS SDR21

 

 

 

 

160 PE100 CLASS SDR24

|
4: 100.00 | 1: 100.00

|
160 PE100 CLASS SDR21

|
4100.00) 1: 100.00

DATUM al oo | )
|
|

|
i 1:970 | 1:42.00

4:75.00 4:75.00

1:

100.00 1: 100.00 4: 100.00 4: 100.00

|
4: 100.00

100.00

4: 100.00

|
£100.00 4:12.00

 

 

 

 

1
—

1:
—-

1

—-

]
]

1
—-

—-

 

 

 

 

JUNCTION INVERT LEVEL

1.456
1.496

8.192

 

 

 

 

DEPTH TO INVERT

2.274
2.280
2.288
2.264,
2.237

2.467
2.458
2840
2.244

1.823
2.037
2.096
2164
2A4
2371
1919
1.889
2.380

2.142

2.146
2.158
2732
2308
2.065
2.132
212
2.153
2.209

2.330
2329
2333
2316

2311
1.078
3.568
1.433

1537
7540
1.435
2.118

 

 

 

 

INVERT LEVEL
OF SEWER

13.940
13.946
BI5h
13,962
14.096

14.630
14.637
14.645,
14.653
14.902

7.486
1.623
1.647
7.610
1.139
7151

7.843
B549
13.579
14.147

1750

46k

  
 

7.164
7112
7.906
1450
11.456
11.606

14.192

14.170
14.176
84

 

14.442
8.222
8.265
10.400

10.449
0.463
10.585
16.296

 

 

 

 

DESIGN SURFACE
LEVEL

16.214

16.226
16.242
16.226
16,333

| sat | 2hoh |_|

3

   

11.097
17.101
71.093
17.143

4 49 | 233 ||

5

   

9,309
9.660
9.13
5.834
10.12

0.270
15.468

308
is
16521
9.892

9.902
9.922
9.903
10.214
1B515
13.587
73.606
13.625
13.815

16.500
16.505
16.517
16.508

16.753
9.300
11.833

11.986
12.003
72.020
18.414

 

 

 

 

RUNNING CHAINAGE

 

 

0.000

0.586
131t

2156

15.578

 

 

1496
2281
27.213

 

 

0.000
J om

     

0.000
10.327

18
18.995,
19.889

 

 

 

 

[20783
16.134
88.478

[Ls2z5_|

Lear
99.965,
0.000

 

| 2156

0.586
1371
15.578
0.000
0.586
1311
15.578

 

 

| %586_| (9902 | 1756 | 206.) _|
| 216 }/ 13625 _[ M472 | 2hi<| |

[2.156

 

756) 76.508 |

0.000
0.586
Tt

 

27.110
0.000
4.310

 

 

 

24540
B27
26.002
95.271

 

 

 

 

 

LINE

FILE; NIBO78-205.dwq_ DATE; 16-10-2014 TIME: 16.08

Pxref's: X-NBBOI8-TIT X-NIB078-BASE X-NIBO78-SEWER RETICULATION USR: Curtis Boorman

1311 14.207
RAI 4

1.570m
(ROAD HC CROSS CONNECTION)

1.496
R2,
570m
(ROAD HC CROSS CONNECTION)

M1
5

56.245 16.141 17.690

R20
594m

781

a

ai
nia
als
Sys
3

570m
(ROAD HC CROSS CONNECTION)

1371 1371 14.207

8LR:
070m,
(ROAD HC CROSS CONNECTION)

14.207
R2,

<t
SS

1311 [25.799
9 RZ

1.570m
(ROAD HC CROSS CONNECTION)

4.310

20.961 68.000

a]
S
oS

Ss

B
3
3

 

TARST | CALCS [ORAWN] _ DATE

LF eon

 

AMENDMENT DETAILS

i

DESIGN CHECK

 

NT_[2_[ 26.06.14 | VB1/10 MOVED MOVED CLEAR OF RETAINING WALL.

 

@ [ce | 16.10.4 [ SURFACE PROFILES AMENDED

1500 10

 

DRAWN CHECK|

 

sso00

 

 

 

 

 

 

 

O4zmzOzmE>
Palm o] oe] >

 

 

 

‘SCALE (METRES T

50 10 20M

A3

 

MICROFILM No. “CLIENT

SURVEYOR: RPS
1 INNOVATION PARKWAY, BIRTINYA
Ph (07) 5436 7888 Fax (07) 5493 6630

QM PROPERTIES

 

‘PROJECT
PROJECT No.

N13078

‘APPROVED SHAUN PILCHER RPE. 14593
MATHEW HILL RPEG 1578

J we BRENT THOMAS RPEQ 7862

FOR & ON BEHALF OF BROWN CONSULTING (QLD) PTY LT0

 

 

LAKE DOONELLA NOOSA

STAGE C1 - C6

 

BROWN

Smart Consulting

Brown Coneutting (QLD)

Lal 3 16a

Teeghone 07 54709260
nt

(CONSULT AUSTRALIA

1g (QLD) Pry Ltd ‘Cua
ain ek Biting QLD Anti 4375 pane!
Foesinile 0754709282 Boeo
mmc Lc

Canam mance Opty Brg

DRAWING TITLE

SEWER RETICULATION
LONGITUDINAL SECTIONS
SHEET 3 OF 4

 

‘DRAWING NUMBER

N13078-205

 

 

 

 

Page 20

 

 

 

 

 

 

 

 

 

 

1. INSTALL 150 x 100 TEE ON EXISTING MAIN
2. INSTALL 100@ SLUICE VALVE

EX VALVE

UNITYWATER LIVE CONNECTION 3
1. INSTALL 150 x 150 TEE ON EXISTING MAIN
2. INSTALL 150% SLUICE VALVE

2 x EX VALVES

2 x EX “oe

EX VALVE

Gm
FILE: NIBO78-301.dug DATE: 16-10-201h TIME: 16:09

NOTE: /
REFER TO N13078-302 FOR WATER ~ 12
RETICULATION NOTES AND DETAILS. gM VANE d 9
& /
2
os 5
NOTE: # !/ ©@Ssi
REFER TO N13078-300 FOR WATER w Leo
RETICULATION LEGEND AND TABLE OF FITTINGS. = ——
N = I FH
Ss I
| 4 EX VALVES +
& 2x ex wyoRants~ |
=x oY
uy
< SWD COVER 131m
¥ REFER DEFLECTION DETAIL
UNITYWATER LIVE CONNECTION 5 Isr acy
1. INSTALL 150 x 100 TEE ON EXISTING MAIN |
2. INSTALL 100% SLUICE VALVE f
EX HYDRANT Ny

UNITYWATER LIVE CONNECTION 4

 

REFER DRG _N13078-302 FOR CONTINUATION

 

EX VALVE f
EX HYDRANT I FH
NY a
O®
!
/
SR COVER 1.95m
{ SR COV
/ 141

SWD COVER 1.12m
REFER DEFLECTION

 

     

  

ty

REFER DRG N13078-300 FOR CONTINUATION

  
   
  
  
  

SWD COVER 0.98m
REFER DEFLECTION DETAIL

a OB vO

SWD COVER 1.17m
REFER DEFLECTION DETAIL

iS

 

 

oi

 

 

0

135

=a

SHIRE DRIVE

 

Zz

Du
m

5@

COVER 0.80m /
FER DEFLECTION DETAIL “

-

EXISTING SR
COVER 3.10m

 

  
 

136

 

 

  
 
 
 
  
  
 

ER 1.540m

DETAIL

SWD COVER 1.23m
REFER DEFLECTION DETAIL

EXISTING SR
COVER 3.10m

Saat

  
 
 
  
 
    

EX HYDRANT

 

“CLIENT

901 CA

UNITYWATER LIVE CONNECTION 8
1. REMOVE EXISTING 150% END CAP
2. INSTALL APPROVED 150@% CONNECTOR

     
 
     

DRAWING TITLE

 

Pxref's: X-NBBOI8-TIT X-NIBO78-BASE X-NI3O78-WATER RETICULATION USR: Curtis Boorman
DESIGN CHECK

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

‘SCALE (METRES T WIGROFILM No,

SURVEYOR: RPS

 

 

QM PROPERTIES

 

 

 

BROWN

(CONSULT AUSTRALIA

HT ecccs

WATER RETICULATION
LAYOUT PLAN

 

 

 

 

TaRsT [ALCS [ORAWH] _OATE

ee Ea AMENDMENT DETAILS

Reb tar me [re RC ew OREO RED TINNOVATION PARKWAY, BIRTINYA |

ete totan feces ee re * = SHEET 2 OF 3

D DRAWN CHECK | 7 SHAUN PILCHER RPEQ 14593 Brown Consutting (QLD) Pty Ltd

ip 1.1000 B N19078 J | a WL et Is LAKE DOONELLA NOOSA Smart Consulting ET Pt babe 5 DRAWING NONBER TEU
E ‘idehoon 07 5470 9260 Facsimile 07 $470 9282

8\F FOR_& ON BEHALF GF BROWN CONSULTING (QLD) PTY LTD. STAGE C1 - C6 Sate Cab Mons teat Le Bt N13078-301 c