Council archive · source document
Negotiated Approved Plans MCU26-0064 & OPW26-0093 · MCU26/0064
Plans and drawings: the text below has words only, no drawings.
NOOSA COUNCIL drawing index
APPROVED PLAN 01 SITE PLAN
MCU26/0064 & OPW26/0093 02 FLOOR PLAN, FLOOR FRAMING PLAN & TYPICAL SECTION
12 OCT 2026
Project: NEW JETTY
Client: ANDREW & TEGAN GRANT
No 13 GODWIN PLACE . PELICAN WATERS . QLD . 4551
Address: No. 18 MASTHEAD QUAY, NOOSAVILLE Q 4566 0409 612 231 | [email protected]
WWW.KUNKELBUILDINGDESIGN.COM.AU
QBCC Lic No 1136721
Lot 625 ON RP883863 DRAWING NAME REV DATE
COVER SHEET A 25/08/26
A3
DESIGNER PROJECT NO
SD KUNKEL 26.035
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
NOOSA COUNCIL 1. Survey information to be confirmed by Licensed
Surveyor prior to construction. Where property
APPROVED PLAN boundary locations are not clear, the contractor shall
organise an identification survey to locate required
MCU26/0064 & OPW26/0093 boundaries .
12 OCT 2026
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.
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.
property details
No. 18 Masthead Quay
Projected boundary Noosaville QLD 4566
Noosa Shire Council
1500 water allocation bo Locality - Noosaville
undary (42.236m)
21°01'50" Lot 625 on RP883863
295°38'55"
15000 Site Area - 874m²
Zone - Low Density Residential
Overlays - Acid Sulphate Soils
water allocation area Existing revetment wall - Flood Hazard
masthead q
12.807m
8.000m
- Landslide Hazard
- Coastal Hazard
3500x3000 boat
lifting device
286°56'45"
canal
proposed
102°35'40"
9640 from boundary
jetty
from screw in revetment wall - confirm
10000 from revetment wall
u ay
10400 from boundary
90°59'2
4.195m
10368
5"
13.657m
12°58'50"
278°14'35"
1.400m
ndary (45.361m)
1500 water allocation bou
Projected boundary
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
0409 612 231 | WWW.KUNKELBUILDINGDESIGN.COM.AU NORT
H SDK SDK N3 ANDREW & TEGAN GRANT NEW JETTY
No. 18 MASTHEAD QUAY, NOOSAVILLE Q 4566
SITE PLAN 01
SHEETS IN SET
A 26.035
SCALE
A3
QBCC Lic No 1136721 REV DATE DRAWN ISSUE
A 25/08/26 SDK CONSTRUCTION ISSUE Lot 625 ON RP883863 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
Page 3
notes
1. Contractor to confirm exact siting and orientation
Boundary
Boundary
prior to construction setout.
aluminium framing sizes to engineers 2. All building setout & confirmation of setbacks &
height to be carried out by a Licensed Surveyor.
10000 design & detail
3. Do not scale off drawings, use figured dimensions
1150 2050 6800 only. Any dimensions not nominated must be referred to
the Designer for confirmation. Contractor shall verify all
1150 914 3436 3600 900 dimensions on site prior to construction.
315 dia. pvc insitu piles
to engineers detail 4. Levels & services locations to be confirmed prior to
22mm composite decking construction.
Composite decking fascia 5. Termite protection to be provided in accordance with
750
1150
to perimeter clause 3.1.4 of the BCA (QLD variation) & AS3660.1.
Contractor to provide protection information for building
Existing
2286
development application.
Existing 425w kayak step revetment wall legend
425w
revetment wall Denotes dimension to centre line
2050
kayak step Joists to butt into headstocks
4700
3200
with site welded connection Denotes dimension to outside face
2414
750
Do not fix jetty
jetty
1500
to revetment wall
750
750
2000l rigid handrail to Do not fix jetty
comply with Noosa 575 1325 3600 3600 900 to revetment wall
Shire Council regulations
10000
200x50x3mm aluminium 2/152x63x6mm structural
floor joists @ 400mm crs max. 'c' channel headstocks per pile
floor plan floor framing & footing plan
1 1 : 100
2 1 : 100
2000
200 200
200
powdercoated
Boundary line
2/152x63x6mm structural aluminium handrail
'c' channel headstocks per pile 22mm composite decking
200x50x3mm aluminium Floor joists site welded to Do not fix jetty to
floor joists @ 400 crs max. headstocks to engineers detail revetment wall
140x25 composite decking
300mm deep composite 300mm deep fascia
decking fascia to perimeter
Existing revetment wall typical handrail detail
Headstocks to piles to
engineers detail
4 1 : 50
315 dia. pvc insitu piles
to engineers details floor areas
jetty area 20.8 m²
total area 20.8 m²
signatures
owner/s
section NOOSA COUNCIL
3 1 : 50
APPROVED PLAN
MCU26/0064 & OPW26/0093
12 OCT 2026 builder
DESIGNER CHECKER WIND CATEGORY CLIENT PROJECT DRAWING NAME SHEET NO REV PROJECT NO
No 13 GODWIN PLACE . PELICAN WATERS . QLD . 4551
0409 612 231 | WWW.KUNKELBUILDINGDESIGN.COM.AU NORT
H SDK SDK N3 ANDREW & TEGAN GRANT NEW JETTY
No. 18 MASTHEAD QUAY, NOOSAVILLE Q 4566
FLOOR PLAN, FLOOR FRAMING PLAN & 02
TYPICAL SECTION SHEETS IN SET
A 26.035
SCALE
A3
QBCC Lic No 1136721 REV DATE DRAWN ISSUE
A 25/08/26 SDK CONSTRUCTION ISSUE Lot 625 ON RP883863 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 4
NOOSA COUNCIL
APPROVED PLAN
MCU26/0064 & OPW26/0093
12 OCT 2026
PROPOSED NEW JETTY
at LOT 625 (#18) MASTHEAD QUAY, NOOSAVILLE
BUILDER: PONTOON WORKS
Job No.: 26-0512
DRAWING REGISTER
Sheet No. TITLE REVISION Date of Issue
S01 GENERAL NOTES A 01/09/2026
S02 FOOTING LAYOUT & DETAILS A 01/09/2026
S03 BEARER & JOISTS LAYOUT (Deck) A 01/09/2026
S04 PIPE PENETRATION DETAILS A 01/09/2026
Office: Suite 35/13 Norval Court, Maroochydore
Ph: (07) 5444 5578
Web: hrdesigngroup.com.au
Email: [email protected]
Cromar Winning Consulting Engineers Pty Ltd T/A
ABN 30 169 626 957
Page 5
1 - GENERAL NOTES: 5 - REINFORCED CONCRETE: 6 - STRUCTURAL STEEL: 7 - MASONRY BLOCKWORK & BRICKWORK (CONT.):
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 6.0 All steelwork shall be constructed in accordance with code of practice AS4100 Steel Structures 7.15 All wall intersections shall be of bonded construction or tied with medium duty ties at
certification, all architectural and other consultants drawings and specifications. work standard. Code, AS1554, AS1163, AS3679, AS4600 and all other codes of practice referred to therein. 400mm max. crs.
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 6.1 Steel quality shall conform with the following Australian Standards UNO: 7.16 Maximum height of core-filling :-
than that listed below for the various concrete elements UNO.: - Steel Plates & Sections AS3679 Grade 300 140mm wide blockwork - 1.8m max
1.1 Dimensions SHALL NOT be obtained by scaling off the drawings. i) FOOTINGS - 25 MPa - Rectangular Hollow Sections AS1163 Grade C350 LO 190mm wide blockwork - 3.4m max
ii) INTERIOR GROUND SLABS - 25 MPa - Circular Hollow Sections AS1163 Grade C350
1.2 All dimensions shall be checked by Builder prior to commencement of works.
iii) EXTERIOR GROUND SLABS - 32 MPa - Square Hollow Sections AS1163 Grade C350
1.3 Prior to the commencement of construction the Builder shall check and - Purlins/Girts AS1397 Grade G450 Z350 8 - TIMBER FRAMING:
iv) BLOCKWORK CORE FILL - 20 MPa
co-ordinate with the Architect and other consultants all steps, falls, rebates, v) SUSPENDED SLABS - 40 MPa 6.2 Unless noted otherwise all welds shall be 6mm continuous fillet E41XX electrode, 8.0 The timber roof and floor framing layouts shown on these engineering drawings form
setdowns, chases and penetrations. Any discrepancies with our drawings shall
all bolts M16 4.6/S, all plates 10mm thick. the basis for the design of the structural support elements and the footings.
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
cover to reinforcing noted on the plans shall take precedence over those stated in the table. Alternative roof and floor framing layouts will only be permitted with the written
shall the Builder proceed with the works until all discrepancies have been 6.3 Unless noted otherwise, bolt holes shall be 2mm greater than specified bolt size.
i) FOOTINGS - 50mm TO ALL SIDES approval of the structural Engineer.
satisfactorily resolved.
ii) INTERIOR GROUND SLABS - 30mm TOP & BOTTOM 6.4 The steelwork sub-contractor's shop drawings shall be submitted to the Engineer for
8.1 All timber roof, wall and floor structural members that are designed by the
1.4 All workmanship and materials shall be in accordance with the relevant Australian iii) EXTERIOR GROUND SLABS - 45mm TOP & BOTTOM review before fabrication commences.
Contractor shall be designed in accordance with Engineering principles, AS1684 and
Standards, the BCA and local council regulations.
5.3 All concrete shall be mechanically vibrated. Vibrator shall not be used to spread 6.5 Fabricator to check all dimensions on site with contractor. AS 1720.1 and shall be handled, erected, installed and braced in accordance with
1.5 The contractor shall be responsible for the maintaining the structure and adjacent concrete. AS 1860 and AS 4440.
structures in a stable condition, ensuring no part is overstressed during the works. 6.6 Internal steelwork shall be blast cleaned to class 1 and coated with minimum 100µm high
5.4 All concrete surfaces shall be cured using an approved method for seven (7) days build Alkyd primer before erection. External steelwork shall be blast cleaned to class 2.5 8.2 At the time of the frame inspection, the Contractor shall provide all engineering
immediately after concrete is hard. Confirm method of curing with Engineer prior to and hot dipped galvanised to AS4680 with a coating mass of 600g/m2 (average). design, checking and inspection certification required by the statutory authority, duly
use. Following concrete placement and as required during the finishing process, signed by a Registered Professional Engineer of Queensland (RPEQ), for all of the timber
2 - SAFETY RISK & HAZARDS 6.7 The structural steel framework and bracing members shown on the plans are those roof, wall and floor structural members that have been designed by the Contractor.
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 required in the design for the completed structure only and the contractor shall be
to limit moisture loss from the fresh concrete. 8.3 In addition, the Contractor shall inspect and certify that the roof wall and floor
works. HR Design Group may not be aware of all safety risks and hazards involved responsible for providing any necessary temporary connections, supports and bracing
5.5 Sizes of concrete elements do not include thickness of applied finishes. during the erection process to maintain the stability and safety of the steelwork framing that are designed by the Contractor, have been constructed in accordance
in this project and the absence of comment does not imply that there are no
throughout construction. with their design.
risks or hazards.
5.6 Construction joints where not shown shall be located to the Engineer's approval.
6.8 Encased steelwork shall not be painted and shall be wrapped with F41 fabric, 50 cover. 8.4 Except where otherwise shown on these Engineering drawings, all timber connection,
5.7 No holes, chases, blockouts, ducts or embedment of pipes other than those shown tiedown and bracing details shall comply with AS 1684 and AS 1720.1.
3 - LOADINGS: on the structural drawings shall be made in concrete members without prior approval 6.9 The steel fabricator shall provide all bolts necessary for the erection of the steelwork
8.5 All timber members used in the construction shall have a minimum level of preservative
of the Engineer. and bolt holes and cleats necessary for the erection of timber works as shown, noted
3.0 The structural work as shown on these drawings has been designed for the following or implied on these drawings or architects drawings and specification. treatment to meet the appropriate hazard class as specified in AS 1604.1 Appendix F.
cases : 5.8 No additives shall be added or applied to the concrete mix without the approval of
the Engineer. 6.10 The roof structure has been designed for normal roof loads only and does not allow 8.6 The Contractor shall provide protection of the construction against termite attack in
i) General floor live load of 1.5 kPa uniform distributed load
for any extraneous loads such as hoists, monorails etc ... except where shown on accordance with NCC and AS 3660.1 and QMBA technical circular T -01-02/2001.
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 drawings. The Contractor shall provide certification of treatment.
iii) Balcony and stair floor live load of 2.0 kPa uniform distributed load passed prior to pouring of any concrete.
6.11 When shop splices are necessary in beams, the position of the splice shall be
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 approved by the Engineer. 9 - COMPACTION OF FILL:
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. 6.12 Provide protective coating on all steelwork partially embedded in concrete UNO. The 9.0 Crawler plant track rolling is usually inadequate for compacting fill to approved
4 - FOUNDATIONS: coating should be non-conductive and extend a minimum of 200mm into the concrete standards and if fill compaction is not of a suitable standard, then footings and the
5.11 All reinforcement shall comply with the requirements of the relevant Australian in accordance with AS2312-2002 and a minimum of 100mm above the concrete. slab are to be supported on bored piers.
4.0 Refer to the attached soil report for reference to the required founding material Standards.
for the footings and soil profile for the site. 9.1 After the site has been stripped of all topsoil, organic material and debris, proof
5.12 Concrete to have a maximum aggregate size of 20mm with 80mm maximum slump rolling with a vibrating roller of 5 to 10 tonne capacity shall be carried out. If
4.1 The founding material and steel reinforcement to the footings and slab shall be
and a water/cement ratio of not greater than 0.65. 7 - MASONRY BLOCKWORK & BRICKWORK:
inspected by the Engineer prior to the pouring of concrete. 24 hours notice is neighbouring structures are likely to be affected by vibration of the roller, a static
required for inspection. 7.0 Materials and workmanship shall comply with the requirements of AS3700 and AS2733 sheepsfoot roller may be used in clay soils by reducing the depth of fill layers to
5.13 The maximum permissible transport time for concrete between batching and placement
as a minimum standard. 150mm.
on site shall be in accordance with the following table.
4.2 The Engineer shall be notified immediately should foundation material differ from
that stated in the soils report. 7.1 All masonry blocks shall have a min unconfined compressive strength of 15 Mpa. All 9.2 Soft spots under rolling should be excavated and filled, then re-rolled.
AMBIENT AIR MAX. BATCHING TO
loadbearing bricks shall have a min unconfined compressive strength of 10 Mpa.
TEMPERATURE PLACEMENT TIME 9.3 Controlled fill is material that has been satisfactorily compacted to provide adequate
4.3 Topsoil containing plant roots and any organic material shall be removed from the
10° - 24°C 120 minutes 7.2 Mortar shall have the following mix proportions, 1 part cement : 0.5 part lime : 4.5 parts strength without excessive settlement.
area prior to filling and compaction.
25° - 27°C 90 minutes clean sand. Sand shall be clean, well graded and free of silt and clay.
4.4 For sites where cut and fill is required, the fill shall continue past the edge of the 28° - 30°C 60 minutes 9.4 Compaction requirements for fill material is as follows :-
building at least 1 metre and shall be retained or battered beyond this point by a 31° - 33°C 45 minutes 7.3 Provide medium duty galvanised wall ties at 600mm crs. vertically & horizontally. i) Sand fill up to 800mm deep is to be compacted in 200mm layers by a
slope not steeper than 2 horizontal to one vertical. The interior of the slab shall be 34° - 36°C 30 minutes Embedment of ties in the mortar joint shall be a minimum of 50mm into each leaf. vibrating plate or vibrating roller. The fill is to have an n value of 7 using a
founded on compacted material and the edge beams shall be founded on natural soil 37°C+ No placement of concrete Stainless steel ties shall be used in locations < 1 km from the coast. standard penetrometer test. Density index is to be not less than 75% in
or controlled fill (refer soil report). unless chilled water or ice in mix accordance with AS 1289.
7.4 Hollow blocks to be filled with concrete shall have cleanout blocks laid at the base
course. ii) Non-sand fill up to 450mm deep shall be compacted in not more than 150mm
4.5 The ground around the slab is to be well drained at all times by placing a gravel 5.14 A leveling sand layer (50mm minimum in thickness) shall be placed under slab on layers by a mechanical roller, cloy fill shall be moist during compaction.
drain around the perimeter or by sloping the soil (1:10 maximum) away from the ground. The sand shall be salt free and compacted to 65% Density Index. 7.5 Additives shall not be added to the grout or mortar without the specific permission of Standard compaction index is not to be less than 95% in accordance with
slab area. Ponding of water around the slab area is to be prevented during and after the Engineer. AS 1289.
construction of the slab. All water is to be drained to either the street frontage or 5.15 A vapour barrier (200µm thick polythene sheet) shall be placed beneath the slab on
to existing or new field drainage pits connected to a stormwater line. Spoon drains ground so that the ground surface under the slab and thickenings is entirely covered in 7.6 All mortar dags and protrusions into the block or brick cores shall be removed prior 9.5 Testing of density index shall be done in accordance with Australian standard AS 1288.
are to be located at top and bottom of all batters. accordance with AS3610 and AS2870. to the placement of any concrete into the cavities. Loose material and debris shall be
also removed from the base of the masonry cores. 9.6 Reactive clay should be avoided as fill but if used should be placed at a moisture
4.6 Edge footings shall be founded on material with an allowable bearing pressure not 5.16 Slab fabric shall be lapped one full panel of fabric plus 25mm so that the two content which approximates the fixed equilibrium moisture content.
less than 100 kPa. The slab shall be founded in material with an allowable bearing outermost transverse wires of one sheet overlap the two outermost transverse wires of 7.7 Fully bed solid units, face bed hollow units and fully fill vertical joints. No raking of
pressure not less than 50 kPa. the sheet being lapped by 25mm. mortar joints is permitted.
5.17 Where brittle floor coverings such as ceramic tile shall be used, an additional layer of 7.8 Grouting shall not commence until the mortar joints have gained sufficient strength to
10 - UNCONTROLLED SHRINKAGE CRACKING:
4.7 Excavation adjacent to existing footings shall not extend below the underside of
existing footings unless instruction is obtained from the engineer. SL62 Mesh shall be added to the existing slab reinforcement. If no extra reinforcement resist blowout and grout spaces have been cleaned out. Compaction of concrete shall To minimise uncontrolled shrinkage cracking the following procedures should be strictly
is added covering should be delayed until 90 days after the slab has been placed. be by vibrator or by rodding with a rod not less than 24mm diameter. Maximum adhered to;
4.8 Notwithstanding that existing services may or may not be shown on these drawings, 6 course height to be filled and compacted in one pass.
no responsibility is taken by the engineer for this information which has been 5.18 Where service pipes penetrate the floor and or walls provision should be made for 10.0 Under no circumstances shall any water be added to the concrete truck after it leaves
supplied by others. The contractor shall asertain the position of all underground movement of the floor/walls. 7.9 The concrete used to fill the masonry cores shall have a compressive strength of not the batching plant.
services prior to excavation. less than 20 MPa after 28 days. The concrete shall have a maximum aggregate size of
5.19 All concrete shall be sampled and tested in accordance with AS 3600 adopting project 10mm and a maximum slump of 230±30mm and a minimum cement content of 300kg/m3 10.1 Slabs on ground shall be poured over a vapour barrier or compacted road base gravel
assessment method for compressive strength and slump compliance. The results of all as detailed on the drawings.
tests shall be promptly submitted to the Engineer for review. 7.10 All cores with reinforcement bars shall be filled with concrete, unless noted otherwise.
Where masonry blockwork is acting as a retaining structure then all cores shall be 10.2 The concrete shall be vibrated during placement.
LAP SCHEDULE: 5.20 Diagonal reinforcement shall be placed at all re-entrant corners. 2/N12 or 3-L11TM filled with concrete.
MINIMUM REINFORCEMENT LAP FOR SLAB 10.3 Aliphatic alcohol or approved curing compound shall be applied to the surface of the
1500mm Min. long. Typical.
7.11 Reinforcement shall be placed accurately and tied securely before placement of concrete. concrete immediately after the initial screed and again immediately after the bull floating.
SIZE LENGTH 5.21 The edge rebate shall be flashed and drained by weep holes at not more than 1m
7.12 Unless noted otherwise vertical control joints shall be provided in blockwork at 12m crs. 10.4 The surface of the newly placed concrete shall be protected from excessive wind by
spacing. Weep holes shall be located above the finished ground level any
FABRIC ...............................225mm erecting a wind barrier such as hessian fencing when required.
portion of a deepened rebate that cannot be drained shall be mortar filled. and at 6m from corners. Vertical articulation joints shall be provided in unreinforced masonry
N12 ....................................500mm
walls in accordance with AS4773.1-2010 Section 13.3 and NCC Vol. 2 Part 3.3. 10.5 Once the slab is finished it shall be continuously cured for 7 days by either keeping
N16 ....................................700mm 5.22 Approved steel reinforcement systems may be used in lieu of that stated on our plans
N20 ....................................1000mm 7.13 No holes or chases shall be cut into blockwork/brickwork without prior approval of continuously wet or covering with weighted down plastic or approved equivalent method
(eg. Aquila steel "L" cage, Neumans F652 fabric etc ... ), provided the overall size of
the Engineer. such as application of a curing compound.
NOOSA COUNCIL the footings and ground slab as detailed by us remains the same.
7.14 Bricks shall exhibit a max. 5 year expansion of 1.0mm/m or less, and the brick 10.6 When early signs of plastic settlement cracks are visible, re-compact or re-trowel
5.23 All props and formwork under suspended concrete shall be removed before construction
APPROVED PLAN of brickwork or blockwork above UNO.
supplier shall provide a recent test certificate confirming the above. the concrete surface.
10.7 Where polished concrete finishes are specified, concrete to be 40MPa minimum with
MCU26/0064 & OPW26/0093 SL81 mesh UNO.
12 OCT 2026
Issue Made By Date Description PROPOSED NEW JETTY Scale : N.T.S. NOTES:
A EH 01/09/26 Issue for construction
at LOT 625 (#18) MASTHEAD QUAY, NOOSAVILLE
REVISION
Job No.: 26-0512 1. Do not scale drawings.
2. Scale is correct at A3.
BUILDER: PONTOON WORKS
Dwg No.: S01 3. Check and verify all dimensions
Designed By : E. HILLS Drawn By : EH Date : 01/09/26 prior to commencement of work.
Certified By : B.R. CROMAR BEng (Civil) MIEAust CPEng RPEQ NER Date : 01/09/26 Ph: (07) 5444 5578 Email: [email protected] GENERAL NOTES
Page 6
SITE CLASSIFICATION:
The site classification for this block, based on the attached soil All footings to be founded on STIFF CLAYS or DENSE SANDS
report, is Class 'N/A' as per AS2870. 'Residential Slabs and Footings'. with an allowable bearing capacity of 100kPa. Engineer to be
on site during excavation to confirm founding material and
bearing capacity.
NOOSA COUNCIL
EARTHWORKS:
1. Prepare the existing foundation below by removal of any top-soil
APPROVED PLAN
containing organic matter which could inhibit compaction MCU26/0064 & OPW26/0093
2. Proof roll the foundation and remove and reconstruct areas that
break up or show evidence of movement under proof loading. 12 OCT 2026
3. Sand filling under slabs or footings shall be placed in 200mm
max layers, (Uncompacted), Compacted in accordance with AS1289
E5.1 (Density to be greater than 65% in accordance with AS1289 E6.1)
4. Fill material other than sand (ie gravel, decomposed rock or
broken rock, free from organic material and lumps of clay) under
slabs or footings to be compacted to achieve an density ratio
(calculated by AS1289 E4.1) of not less that 95% at maximum
dry density as determined by AS 1289 E1.1
Alternatively fill is to be placed an machine track rolled and piers
drilled/installed as per the layout plan. Compaction testing is then
not required due to the presence of supporting piers.
5. All Earthworks to be carried out in accordance with AS 3798 315 outer diameter tube.
FOOTINGS: Filled with concrete, N50/20.
1. All footings are to be deepened through any soft spots and bear Provide 6/N12 bars
a minimum of 300mm into Recommended Founding Material with and R10 helix with 150mm pitch.
a minimum bearing capacity of 100kPa
2. Construct footings under all load bearing walls
SITE MAINTENANCE:
1. Finished ground surface must be shaped to direct water away
from building area in accordance with the BCA requirements.
Refer to attached CSIRO BTF18: Foundation Maintenance and
Footing Performance and Homeowners Guide for further Guidance Approx Broadwater Bottom
on site Maintenance
GENERAL:
undary
1. These drawings are to be read in conjunction with HR Design Group
Specification FS.01.
Property Bo
TBC by specialist contractor
P1 Step by Others
Denotes 315Ø jetted concrete piles
to achieve minimum working loads:
Vertical load capacity - 21kN
Horizontal load capacity - 4kN
P1
Pile depth to be confirmed with
P1 P1 P1 P1 specialist contractor and install piles
achieve minimum working loads:
Vertical load capacity - 21kN 315mm Ø
Horizontal load capacity - 4kN
Denotes line of Confirm depth with engineer
deck over Existing revetment wall prior to construction
P1 - 315Ø PILE REINFORCEMENT
65mm
315 outer diameter tube.
cover
Filled with concrete, N50/20.
Provide 6/N12 bars
and R10 helix with 150mm pitch.
315mm Ø
FOR OVERALL DIMENSIONS OF SLAB AND FOOTINGS, REFER ARCHITECTURAL DRAWING
Issue Made By Date Description PROPOSED NEW JETTY Scale : 1:100 NOTES:
A EH 01/09/26 Issue for construction
at LOT 625 (#18) MASTHEAD QUAY, NOOSAVILLE
REVISION
Job No.: 26-0512 1. Do not scale drawings.
2. Scale is correct at A3.
BUILDER: PONTOON WORKS
Dwg No.: S02 3. Check and verify all dimensions
Designed By : E. HILLS Drawn By : EH Date : 01/09/26 prior to commencement of work.
Certified By : B.R. CROMAR BEng (Civil) MIEAust CPEng RPEQ NER Date : 01/09/26 Ph: (07) 5444 5578 Email: [email protected] FOOTING LAYOUT & DETAILS
Page 7
BEARER NOTES:
1. Where a beam is to be supported by a SHS post, the post is
to have capping plates welded to each end, min 6mm plates
and fillet welds, UNO. NOOSA COUNCIL
2. All steelwork to be hot dipped galvanised if used in exposed
conditions, otherwise cold galvanised or painted finish is adequate. APPROVED PLAN
3. The number beside the fixing method indicates the number of MCU26/0064 & OPW26/0093
studs required under the bearer to support, ie (3) specifies the
bearer with 3 studs under. Refer connection details for tie down. 12 OCT 2026
JOIST NOTES:
1. Where there is only a single joist span in a house, every
second joist shall be fixed at its ends with 1 Trip-L-Grip.
2. Joist hangers and Trip-L-Grips to be installed in strict
accordance with the manufacturer's specifications.
3. Use double joists where specified and under all loadbearing
walls, UNO.
4. Blocking at supports is to be provided to all joists in
accordance with AS 1684-2010 and the relevant manufacturer's
specifications.
5. Joists supporting load bearing walls to be tied-down to
supports with 1/Trip-L-Grip UNO.
dary
FLOOR FRAMING SCHEDULE:
un
Property Bo
MARK SIZE DESCRIPTION
BR1 200x50x3.0 Rectangular Hollow Section Bearer (cont. & cantilever)
(Alloy & Temper - 6060/T5 or 6061/T6)
BR2 200x50x3.0 Rectangular Hollow Section Bearer (single span) (Typical)
(Alloy & Temper - 6060/T5 or 6061/T6) TR1
SJ1 200x50x3.0 Rectangular Hollow Section Structural Joist (cont. mult. spans)
(Typical) (Typical)
(Alloy & Temper - 6060/T5 or 6061/T6) BR1
C1
DJ1 200x50x3.0 Rectangular Hollow Section Deck Joist (single span + cant.)
SJ1
(Alloy & Temper - 6060/T5 or 6061/T6) (cont. mult. spans)
BR
2
TR1 200x50x3.0 Rectangular Hollow Section Trimmer
BR2
(alloy & temper - 6060/T5 or 61006/T6
C1
Similar to Detail C. SJ1
C1 315Ø Jetted Concrete Piles Concrete Pier
Typical.
BR1
DJ1
BR1
BR1
1
BR
NOTES:
TR1
C1
C1
C1
C1
1. All floor joists to be at 450mm crs UNO.
SJ1
NOTE: Cantilevered framing must not
Hidden line indicates
All fixings, connectors, plates and angles Similar to Detail A location of ST1. Typical. be fixed to revetment wall.
to be Stainless Steel grade 316. Aluminum plate to end of
framing as specified by builder.
NOTE:
All Steel to be protected
as per AS/NZS 2312.1
NOTE:
All dissimilar metals to be
isolated to prevent corrosion
Issue Made By Date Description PROPOSED NEW JETTY Scale : 1:20 NOTES:
A EH 01/09/26 Issue for construction
at LOT 625 (#18) MASTHEAD QUAY, NOOSAVILLE
REVISION
Job No.: 26-0512 1. Do not scale drawings.
2. Scale is correct at A3.
BUILDER: PONTOON WORKS
Dwg No.: S03 3. Check and verify all dimensions
Designed By : E. HILLS Drawn By : EH Date : 01/09/26 prior to commencement of work.
Certified By : B.R. CROMAR BEng (Civil) MIEAust CPEng RPEQ NER Date : 01/09/26 Ph: (07) 5444 5578 Email: [email protected] BEARER & JOISTS LAYOUT (Deck)
Page 8
NOOSA COUNCIL
APPROVED PLAN
MCU26/0064 & OPW26/0093 Provide 1/No.14 x 20mm SS tek screw each
12 OCT 2026 connection with Neoprene washers between
all SS fixings and aluminum.
BR1
6mm end plates CFW all round and to BR1
125x50x6.0mm UA
4mm CFW to BR1
2/M12 SS Grade 316
chemset anchors.
BR1 200mm min embedment.
High strength shrinkage Epoxy = REO 502
compensated grout pad
C1 below
400
1
Typ ST
1 ST
BR1
10mm end plates
6mm CFW
1 Typical.
1
1/M16 - SS316
C1
C1
threaded rod through Refer to S02
for reinforcement details
C1
315mm Ø
DJ1
SJ1
BR1
Provide 50x80x3.0 Fabricated Unequal Angle
Neoprene washers between (Alloy & Temper - 6060/T5 or 6106/T6)
Provide 50x50x3.0 Equal Angle all SS fixings and aluminum. with 2/No.14 x 20mm SS tek screw each way
80
Neoprene washers between BR1
(Alloy & Temper - 6060/T5 or 6106/T6)
all SS fixings and aluminum. with 1/No.14 x 20mm SS tek screw each way
SJ1 SJ1
BR1/ BR2/ BR3
Issue Made By Date Description PROPOSED NEW JETTY Scale : 1:100 NOTES:
A EH 01/09/26 Issue for construction
at LOT 625 (#18) MASTHEAD QUAY, NOOSAVILLE
REVISION
Job No.: 26-0512 1. Do not scale drawings.
2. Scale is correct at A3.
BUILDER: PONTOON WORKS
Dwg No.: S04 3. Check and verify all dimensions
Designed By : E. HILLS Drawn By : EH Date : 01/09/26 prior to commencement of work.
Certified By : B.R. CROMAR BEng (Civil) MIEAust CPEng RPEQ NER Date : 01/09/26 Ph: (07) 5444 5578 Email: [email protected] CONNECTION DETAILS
Used in these records
Negotiated Approved Plans MCU26-0064 & OPW26-0093.pdfRelated documentApplication case desk ↗
Negotiated Approved Plans MCU26-0064 & OPW26-0093.pdfRelated documentApplication case desk ↗
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