Council archive · source document
Approved Plans - MCU24-0089 & OPW24-0099 · MCU24/0089
Plans and drawings: the text below has words only, no drawings.
notes
1. Survey information to be confirmed by Licensed
Surveyor prior to construction. Where property
boundary locations are not clear, the contractor shall
organise an identification survey to locate required
boundaries .
2. Extent of site earthworks to be confirmed by
engineer &/or contractor on site prior to construction.
3. Contractor to confirm siting & orientation prior to
setout. Location of pontoon & pontoon setout to be
carried out by Licensed Surveyor.
4. All services to be located on site by contractor prior
to construction.
24000 5. Do not scale off drawings, use figured dimensions
only. Any dimensions not nominated must be referred to
the Designer for confirmation. Contractor shall verify all
dimensions on site prior to construction.
boundary
Projected property details
Navigation co
boundary
allocation
No. 33 Wyuna Drive
00 w ater Noosaville QLD 4566
15
we y b a
15000
8.625m
Noosa Shire Council
22°12'22"
rridor
Locality - Noosaville
Lot 16 on N10576
30.724m Existing pontoon &
Site Area - 614m²
catwalk to be removed Site Coverage - N/A
by others
16688
114°16'42"
Zone - Low Density Residential
Overlays - Acid Sulphate Soils
- Flood Hazard
8.619m
- Riparian Buffer
pool water allocation area
wy u n a
fish habitat
8.0 x 3.5m area
10.324m
294°47'42"
max berthing size
14516
14500 from centre of jetty
c ree k
rl 2.70 rl 1.35
118°18'42"
8.620m
terrace
proposed
drive
7150
3.830m 122°24'42"
jetty
299°57'42"
3650
1500 water allocation boundary
30.685m 212°32'02" Projected boundary
14192
APPROVED PLAN
MCU24/0089 & OPW24/0099
NOOSA COUNCIL
10 OCTOBER 2024
signatures
owner/s
site plan
1 1 : 200
builder
DESIGNER CHECKER WIND CATEGORY CLIENT PROJECT DRAWING NAME SHEET NO REV PROJECT NO
No 13 GODWIN PLACE . PELICAN WATERS . QLD . 4551 SDK SDK N3 SPIAGGIA INVEST P/L, VISTA BLU P/L, NEW JETTY SITE PLAN 01 F 24.002 A3
NORTH
0409 612 231 | WWW.KUNKELBUILDINGDESIGN.COM.AU
QBCC Lic No 1136721 REV DATE DRAWN ISSUE TROPICALE INVEST P/L & PARADISO INVEST P/L No. 33 WYUNA DRIVE, NOOSAVILLE Q 4566 SHEETS IN SET SCALE
F 27/08/24 SDK CONSTRUCTION ISSUE Lot 16 ON N10576 2 1 : 200
Do not scale from drawings. Dimensions are to be checked on site prior to commencement of work. Any dimensions not nominated must be referred to the Designer for confirmation. The information contained within this document is the copyright of the Designer. Use or copying in whole or part without the written permission of the Designer constitutes an infringement of copyright. Minimum Design Standards: To be in accordance with current National Construction Code (NCC), Queensland Development Code (QDC), AS/NZS Standards, Building Regulations, Local Government Planning Scheme & Policies
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Page 2
notes
200x50x3mm aluminium 152x76x6mm structural 1. Contractor to confirm exact siting and orientation
floor joists @ 450mm crs max. 'c' channel headstocks per pile prior to construction setout.
APPROVED PLAN
900 3250 3250 3250 2350 1500 MCU24/0089 & OPW24/0099 2. All building setout & confirmation of setbacks &
Do not fix jetty 100x75 composite NOOSA COUNCIL height to be carried out by a Licensed Surveyor.
to revetment wall fender posts 10 OCTOBER 2024 3. Do not scale off drawings, use figured dimensions
only. Any dimensions not nominated must be referred to
the Designer for confirmation. Contractor shall verify all
750
750
dimensions on site prior to construction.
750
750
4. Levels & services locations to be confirmed prior to
construction.
1200
300mm deep fascia 5. Termite protection to be provided in accordance with
3500
clause 3.1.4 of the BCA (QLD variation) & AS3660.1.
150x25mm accoya timber or Contractor to provide protection information for building
H4 equivalent decking over development application.
1550
Joists to butt into headstocks legend
with site welded connection Denotes dimension to centre line
Denotes dimension to outside face
750
aluminium framing sizes to engineers
315 dia. pvc insitu piles
design & detail 1150 1200 1500
Floor joists site welded to
to engineers detail
headstocks to engineers detail
200x50x3mm aluminium
Boundary line
floor joists @ 450 crs max.
Boundary
- 150x25mm accoya timber or
H4 equivalent decking over
≈ 1600 @ MLWS
Do not fix jetty to
≈ 670 @ HAT
1000
revetment wall Headstocks to engineers
floor framing & footing plan detail
2 1 : 100
Jetty RL 1.35m
300mm deep fascia to perimeter
Headstocks to piles to
Top of reventment engineers detail
wall ≈ RL 1.1m HAT RL 0.68m
315 dia. pvc insitu piles
14555 MHWS RL 0.36m to engineers details
14500 from centre of jetty AHD RL 0.0m
100x75 composite fender posts 100x75 composite fenders
MLWS RL -0.25m
- max 1000mm above deck LAT RL -0.42m
Do not fix jetty
jetty
1500
to revetment wall
2500
section
Rigid handrail to
1200 3 1 : 50
5000
comply with Noosa
Shire Council regulations
2500
2300
200 200
200 powdercoated
111 11745 1200 1500
aluminium handrail floor areas
1000
14555 jetty area 27.7 m²
total area 27.7 m²
Boundary
signatures
150x25mm accoya timber
or equivalent decking o w n e r /s
300mm deep fascia
floor plan handrail detail
1 1 : 100
4 1 : 50
builder
DESIGNER CHECKER WIND CATEGORY CLIENT PROJECT DRAWING NAME SHEET NO REV PROJECT NO
No 13 GODWIN PLACE . PELICAN WATERS . QLD . 4551 SDK SDK N3 SPIAGGIA INVEST P/L, VISTA BLU P/L, NEW JETTY FLOOR PLAN, FLOOR FRAMING PLAN & 02 F 24.002 A3
NORTH
0409 612 231 | WWW.KUNKELBUILDINGDESIGN.COM.AU
QBCC Lic No 1136721 REV DATE DRAWN ISSUE TROPICALE INVEST P/L & PARADISO INVEST P/L No. 33 WYUNA DRIVE, NOOSAVILLE Q 4566 TYPICAL SECTION SHEETS IN SET SCALE
F 27/08/24 SDK CONSTRUCTION ISSUE Lot 16 ON N10576 2 As indicated
Do not scale from drawings. Dimensions are to be checked on site prior to commencement of work. Any dimensions not nominated must be referred to the Designer for confirmation. The information contained within this document is the copyright of the Designer. Use or copying in whole or part without the written permission of the Designer constitutes an infringement of copyright. Minimum Design Standards: To be in accordance with current National Construction Code (NCC), Queensland Development Code (QDC), AS/NZS Standards, Building Regulations, Local Government Planning Scheme & Policies
Page 3
1 - GENERAL NOTES: 5 - REINFORCED CONCRETE: APPROVED PLAN
1.0 These drawings shall be read in conjunction with HR Design Group specification and 5.0 All work shall be in accordance with all current Australian Standards as a MINIMUM
MCU24/0089 & OPW24/0099
certification, all architectural and other consultants drawings and specifications. work standard. NOOSA COUNCIL
Any discrepancies shall be referred to the architect or project manager for a
decision before proceeding with the work. 5.1 Concrete shall have a characteristic compressive strength after 28 days of not less 10 OCTOBER 2024
than that listed below for the various concrete elements UNO.:
1.1 Dimensions SHALL NOT be obtained by scaling off the drawings. i) FOOTINGS - 25 MPa
1.2 All dimensions shall be checked by Builder prior to commencement of works. ii) INTERIOR GROUND SLABS - 25 MPa
iii) EXTERIOR GROUND SLABS - 32 MPa
1.3 Prior to the commencement of construction the Builder shall check and iv) BLOCKWORK CORE FILL - 20 MPa
co-ordinate with the Architect and other consultants all steps, falls, rebates, v) SUSPENDED SLABS - 40 MPa
setdowns, chases and penetrations. Any discrepancies with our drawings shall
be referred to us for clarification and/or revision. Under no circumstances 5.2 Minimum clear cover to reinforcing bar shall be in accordance with the following table. However
shall the Builder proceed with the works until all discrepancies have been cover to reinforcing noted on the plans shall take precedence over those stated in the table.
satisfactorily resolved. i) FOOTINGS - 50mm TO ALL SIDES
ii) INTERIOR GROUND SLABS - 30mm TOP & BOTTOM
1.4 All workmanship and materials shall be in accordance with the relevant Australian iii) EXTERIOR GROUND SLABS - 45mm TOP & BOTTOM
Standards, the BCA and local council regulations.
5.3 All concrete shall be mechanically vibrated. Vibrator shall not be used to spread
1.5 The contractor shall be responsible for the maintaining the structure and adjacent concrete.
structures in a stable condition, ensuring no part is overstressed during the works.
5.4 All concrete surfaces shall be cured using an approved method for seven (7) days
immediately after concrete is hard. Confirm method of curing with Engineer prior to
2 - SAFETY RISK & HAZARDS use. Following concrete placement and as required during the finishing process,
aliphatic alcohol or approved curing compound shall be applied to exposed surfaces
2.0 It is essential that an adequate safety plan is prepared by the contractor for the to limit moisture loss from the fresh concrete.
works. HR Design Group may not be aware of all safety risks and hazards involved
in this project and the absence of comment does not imply that there are no 5.5 Sizes of concrete elements do not include thickness of applied finishes.
risks or hazards.
5.6 Construction joints where not shown shall be located to the Engineer's approval.
5.7 No holes, chases, blockouts, ducts or embedment of pipes other than those shown
3 - LOADINGS: on the structural drawings shall be made in concrete members without prior approval
of the Engineer.
3.0 The structural work as shown on these drawings has been designed for the following
cases : 5.8 No additives shall be added or applied to the concrete mix without the approval of
i) General floor live load of 1.5 kPa uniform distributed load the Engineer.
ii) General floor live load of 1.8 kN point load
5.9 All steel reinforcement in concrete elements shall be inspected by the Engineer and
iii) Balcony and stair floor live load of 2.0 kPa uniform distributed load passed prior to pouring of any concrete.
3.1 Load combinations have been calculated in accordance with AS1170.1 requirements. 5.10 All reinforcement shall be supported on plastic chairs, generally at not greater than
800mm centres in both directions. Bars shall be tied at alternate intersections.
Conduits, pipes etc ... shall not be placed in the cover of the concrete.
4 - STRUCTURAL STEEL:
5.11 All reinforcement shall comply with the requirements of the relevant Australian
4.0 All steelwork shall be constructed in accordance with code of practice AS4100 Steel Structures Standards.
Code, AS1554, AS1163, AS3679, AS4600 and all other codes of practice referred to therein.
5.12 Concrete to have a maximum aggregate size of 20mm with 80mm maximum slump
4.1 Steel quality shall conform with the following Australian Standards UNO:
and a water/cement ratio of not greater than 0.65.
- Steel Plates & Sections AS3679 Grade 300
- Rectangular Hollow Sections AS1163 Grade C350 LO 5.13 The maximum permissible transport time for concrete between batching and placement
- Circular Hollow Sections AS1163 Grade C350 on site shall be in accordance with the following table.
- Square Hollow Sections AS1163 Grade C350
- Purlins/Girts AS1397 Grade G450 Z350 AMBIENT AIR MAX. BATCHING TO
TEMPERATURE PLACEMENT TIME
4.2 Unless noted otherwise all welds shall be 6mm continuous fillet E41XX electrode, 10° - 24°C 120 minutes
all bolts M16 4.6/S, all plates 10mm thick. 25° - 27°C 90 minutes
28° - 30°C 60 minutes
4.3 Unless noted otherwise, bolt holes shall be 2mm greater than specified bolt size.
31° - 33°C 45 minutes
4.4 The steelwork sub-contractor's shop drawings shall be submitted to the Engineer for 34° - 36°C 30 minutes
review before fabrication commences. 37°C+ No placement of concrete
unless chilled water or ice in mix
4.5 Fabricator to check all dimensions on site with contractor.
5.14 A leveling sand layer (50mm minimum in thickness) shall be placed under slab on
4.6 Internal steelwork shall be blast cleaned to class 1 and coated with minimum 100µm high
ground. The sand shall be salt free and compacted to 65% Density Index.
build Alkyd primer before erection. External steelwork shall be blast cleaned to class 2.5
and hot dipped galvanised to AS4680 with a coating mass of 600g/m2 (average). 5.15 A vapour barrier (200µm thick polythene sheet) shall be placed beneath the slab on
ground so that the ground surface under the slab and thickenings is entirely covered in
4.7 The structural steel framework and bracing members shown on the plans are those
accordance with AS3610 and AS2870.
required in the design for the completed structure only and the contractor shall be
responsible for providing any necessary temporary connections, supports and bracing 5.16 Slab fabric shall be lapped one full panel of fabric plus 25mm so that the two
during the erection process to maintain the stability and safety of the steelwork outermost transverse wires of one sheet overlap the two outermost transverse wires of
throughout construction. the sheet being lapped by 25mm.
4.8 Encased steelwork shall not be painted and shall be wrapped with F41 fabric, 50 cover. 5.17 Where brittle floor coverings such as ceramic tile shall be used, an additional layer of
SL62 Mesh shall be added to the existing slab reinforcement. If no extra reinforcement
4.9 The steel fabricator shall provide all bolts necessary for the erection of the steelwork
is added covering should be delayed until 90 days after the slab has been placed.
and bolt holes and cleats necessary for the erection of timber works as shown, noted
or implied on these drawings or architects drawings and specification. 5.18 Where service pipes penetrate the floor and or walls provision should be made for
movement of the floor/walls.
4.10 The roof structure has been designed for normal roof loads only and does not allow
for any extraneous loads such as hoists, monorails etc ... except where shown on 5.19 All concrete shall be sampled and tested in accordance with AS 3600 adopting project
drawings. assessment method for compressive strength and slump compliance. The results of all
tests shall be promptly submitted to the Engineer for review.
4.11 When shop splices are necessary in beams, the position of the splice shall be
approved by the Engineer. 5.20 Diagonal reinforcement shall be placed at all re-entrant corners. 2/N12 or 3-L11TM
4.12 Provide protective coating on all steelwork partially embedded in concrete UNO. The 1500mm Min. long. Typical.
coating should be non-conductive and extend a minimum of 200mm into the concrete 5.21 The edge rebate shall be flashed and drained by weep holes at not more than 1m
in accordance with AS2312-2002 and a minimum of 100mm above the concrete. spacing. Weep holes shall be located above the finished ground level any
portion of a deepened rebate that cannot be drained shall be mortar filled.
5.22 Approved steel reinforcement systems may be used in lieu of that stated on our plans
(eg. Aquila steel "L" cage, Neumans F652 fabric etc ... ), provided the overall size of
the footings and ground slab as detailed by us remains the same.
5.23 All props and formwork under suspended concrete shall be removed before construction
of brickwork or blockwork above UNO.
Issue Made By Date Description PROPOSED NEW JETTY Scale : N.T.S. NOTES:
A ML 03/04/24 Issue for construction
at LOT No.16 (#33) WYUNA DRIVE, NOOSAVILLE
REVISION
Job No.: 24-0122 1. Do not scale drawings.
2. Scale is correct at A3.
CLIENT: PONTOON WORKS
Dwg No.: S01 3. Check and verify all dimensions
Designed By : J. SAYERS BEng (Civil) Hons Drawn By : ML Date : 03/04/24 prior to commencement of work.
Certified By : B.R. CROMAR BEng (Civil) MIEAust CPEng RPEQ NER Date : 03/04/24 Ph: (07) 5444 5578 Email: [email protected] GENERAL NOTES
Page 4
FLOOR FRAMING SCHEDULE: APPROVED PLAN
MCU24/0089 & OPW24/0099
MARK SIZE DESCRIPTION
NOOSA COUNCIL
BR1 152x76x6.0 Rectangular Hollow Section Bearer (cantilever) 10 OCTOBER 2024
(Alloy & Temper - 6061/T6)
BR2 200x50x3.0 Rectangular Hollow Section Deck Joist (single + cantilever)
(Alloy & Temper - 6060/T5 or 6106/T6)
DJ1 200x50x3.0 Rectangular Hollow Section Deck Joist (single span)
(Alloy & Temper - 6060/T5 or 6106/T6)
SJ1 200x50x3.0 Rectangular Hollow Section Structural Joist (single span)
(Alloy & Temper - 6060/T5 or 6106/T6)
TR1 200x50x3.0 Rectangular Hollow Section Trimmer (single span)
(Alloy & Temper - 6060/T5 or 6106/T6)
ST1 80x50x6.0 Rectangular Hollow Section Strut
(Alloy & Temper - 6060/T5 or 6106/T6)
C1 315Ø Jetted Concrete Piles Column
NOTES:
1. All floor joists to be at 450mm crs UNO.
NOTE:
All fixings, connectors, plates and angles 315 outer diameter tube.
to be Stainless Steel grade 316 or aluminium Filled with concrete, N50/20.
Provide 6/N12 bars
and R10 helix with 150mm pitch.
NOTE:
All Steel to be protected
as per AS/NZS 2312.1
Approx Broadwater Bottom
Hidden line indicates
NOTE: location of ST1. Typical.
All dissimilar metals to be (Typical)
isolated to prevent corrosion (Typical)
SJ1
TR1
BR1
BR1
BR1
BR1
DJ1
C1
C1
C1
C1
C1
C1
1
DJ (Typical)
SJ1
C1
Cantilevered decking must not
TBC by specilist contractor
SJ
be fixed to revetment wall.
BR2
1
DJ1
(Typical)
BR2
(Typical) 65mm
315 outer diameter tube.
cover
Filled with concrete, N50/20.
C1 Provide 6/N12 bars
C1
and R10 helix with 150mm pitch.
TR1
315mm Ø
Boundary
Pile depth to be confirmed with
specilist contractor and install piles
achieve minimum working loads:
315mm Ø Vertical load capacity - 21kN
Horizontal load capacity - 4kN
Confirm depth with engineer prior to construction
C1 - 315Ø PILE REINFORCEMENT
FOR OVERALL DIMENSIONS OF SLAB AND FOOTINGS, REFER ARCHITECTURAL DRAWING
Issue Made By Date Description PROPOSED NEW JETTY Scale : 1:100 UNO NOTES:
A ML 03/04/24 Issue for construction
at LOT No.16 (#33) WYUNA DRIVE, NOOSAVILLE
REVISION
Job No.: 24-0122 1. Do not scale drawings.
2. Scale is correct at A3.
CLIENT: PONTOON WORKS
Dwg No.: S02 3. Check and verify all dimensions
Designed By : J. SAYERS BEng (Civil) Hons Drawn By : ML Date : 03/04/24 prior to commencement of work.
Certified By : B.R. CROMAR BEng (Civil) MIEAust CPEng RPEQ NER Date : 03/04/24 Ph: (07) 5444 5578 Email: [email protected] BEARER & JOISTS LAYOUT
Page 5
Provide 50x80x3.0 Fabricated Unequal Angle
(Alloy & Temper - 6060/T5 or 6106/T6)
DJ1 with 2/No.14 x 20mm SS tek screw each way
High strength shrinkage
compensated grout pad
BR1
80
BR1 BR2
Neoprene washers between
all SS fixings and aluminum.
Provide 1/No.14 x 20mm SS tek screw each
connection with Neoprene washers between
400 all SS fixings and aluminum.
1 6mm end plates CFW all round and to BR2
Typ ST
1 ST SJ1
SJ1
SJ1
80
10mm end plates
6mm CFW Provide 50x80x3.0 Fabricated Unequal Angle Neoprene washers between
1 Typical. (Alloy & Temper - 6060/T5 or 6106/T6) all SS fixings and aluminum.
with 2/No.14 x 20mm SS tek screw each way
1
SJ1
1/M16 - 316 threaded
C1
rod through C1 Refer to S03
for reinforcement details
Provide 50x80x3.0 Fabricated Unequal Angle
(Alloy & Temper - 6060/T5 or 6106/T6)
BR1
DJ1 with 2/No.14 x 20mm SS tek screw each way
125x50x6.0mm UA
4mm CFW to BR1
2/M12 SS Grade 316
chemset anchors.
200mm min embedment.
High strength shrinkage
80
Epoxy = REO 502 BR2
compensated grout pad
C1 below C1 below
125x50x6.0mm UA Neoprene washers between
4mm CFW to BR2 all SS fixings and aluminum.
2/M12 SS Grade 316
chemset anchors.
200mm min embedment.
Epoxy = REO 502
BR1
BR2 SJ1
BR1
Provide 50x80x3.0 Fabricated Unequal Angle
Neoprene washers between (Alloy & Temper - 6060/T5 or 6106/T6)
80
BR1
C1
all SS fixings and aluminum. with 2/No.14 x 20mm SS tek screw each way
SJ1 SJ1
315mm Ø
APPROVED PLAN
MCU24/0089 & OPW24/0099
NOOSA COUNCIL
10 OCTOBER 2024
Issue Made By Date Description PROPOSED NEW JETTY Scale : 1:10 NOTES:
A ML 03/04/24 Issue for construction
at LOT No.16 (#33) WYUNA DRIVE, NOOSAVILLE
REVISION
Job No.: 24-0122 1. Do not scale drawings.
2. Scale is correct at A3.
CLIENT: PONTOON WORKS
Dwg No.: S03 3. Check and verify all dimensions
Designed By : J. SAYERS BEng (Civil) Hons Drawn By : ML Date : 03/04/24 prior to commencement of work.
Certified By : B.R. CROMAR BEng (Civil) MIEAust CPEng RPEQ NER Date : 03/04/24 Ph: (07) 5444 5578 Email: [email protected] CONNECTION DETAILS
Used in these records
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