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25-0424 Structural Issue A(1)(1)
PROPOSED NEW JETTY
at LOT 444 (#18) THE PENINSULA, NOOSAVILLE
BUILDER: PONTOON WORKS
Job No.: 25-0424
DRAWING REGISTER
Sheet No. TITLE REVISION Date of Issue
S01 GENERAL NOTES A 05/09/2025
S02 JETTY LOCALITY PLAN A 05/09/2025
S03 JETTY PILE LAYOUT & DETAILS A 05/09/2025
S04 JETTY FRAMING LAYOUT & DETAILS A 05/09/2025
S05 CONNECTION DETAILS A 05/09/2025
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
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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.
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
supplier shall provide a recent test certificate confirming the above. the concrete surface.
of brickwork or blockwork above UNO.
10.7 Where polished concrete finishes are specified, concrete to be 40MPa minimum with
SL81 mesh UNO.
Issue Made By Date Description PROPOSED NEW JETTY Scale : N.T.S. NOTES:
A WPH 05/09/25 Issue for construction
at LOT 444 (#18) THE PENINSULA, NOOSAVILLE
REVISION
Job No.: 25-0424 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 : J. SAYERS BEng (Civil) Hons Drawn By : WPH Date : 05/09/25 prior to commencement of work.
Certified By : B.R. CROMAR BEng (Civil) MIEAust CPEng RPEQ NER Date : 05/09/25 Ph: (07) 5444 5578 Email: [email protected] GENERAL NOTES
Page 3
Property Boundary Projected Boundary
Property Boundary
Water Allocation Boundary
Water Allocation Boundary
Existing Jetty
to be removed
The Peninsula
EXISTING RESIDENCE
Proposed Jetty
Property Boundary
Revetment Wall
Water Allocation Boundary
Property Boundary Projected Boundary
Issue Made By Date Description PROPOSED NEW JETTY Scale : 1:200 NOTES:
A WPH 05/09/25 Issue for construction
at LOT 444 (#18) THE PENINSULA, NOOSAVILLE
REVISION
Job No.: 25-0424 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 : J. SAYERS BEng (Civil) Hons Drawn By : WPH Date : 05/09/25 prior to commencement of work.
Certified By : B.R. CROMAR BEng (Civil) MIEAust CPEng RPEQ NER Date : 05/09/25 Ph: (07) 5444 5578 Email: [email protected] JETTY LOCALITY PLAN
Page 4
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.
EARTHWORKS: 65mm
315 outer diameter tube.
1. Prepare the existing foundation below by removal of any top-soil cover
Filled with concrete, N50/20.
containing organic matter which could inhibit compaction Provide 6/N12 bars
2. Proof roll the foundation and remove and reconstruct areas that
and R10 helix with 150mm pitch.
break up or show evidence of movement under proof loading.
3. Sand filling under slabs or footings shall be placed in 200mm
max layers, (Uncompacted), Compacted in accordance with AS1289
315mm Ø
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 Projected Boundary
(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. Water Allocation Boundary
5. All Earthworks to be carried out in accordance with AS 3798
FOOTINGS:
1. All footings are to be deepened through any soft spots and bear
a minimum of 300mm into Recommended Founding Material with
a minimum bearing capacity of 100kPa
2. Construct footings under all load bearing walls
SLAB:(UNO)
1. To be a minimum of 100mm thick. Existing Jetty
2. Reinforcement to be a minimum of SL82 Mesh with 30mm cover. to be removed
315 outer diameter tube.
50mm compacted sand bed with 0.2mm Visqueen Moisture barrier Filled with concrete, N50/20.
to AS 3360.1 required under slab. Provide 6/N12 bars
3. Deepen slab to 150mm thick under all bracing walls or position and R10 helix with 150mm pitch.
where Chemical or Mechanical anchor bolts are to be used.
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
on site Maintenance Approx Broadwater Bottom
GENERAL:
1. These drawings are to be read in conjunction with HR Design Group
Specification FS.01.
Water Allocation Boundary
C1 C1 C1 C1
TBC by specilist contractor
Denotes 315Ø jetted concrete piles
to achieve minimum working loads:
Vertical load capacity - 21kN
Horizontal load capacity - 4kN
C1
Outline of proposed jetty
Property Boundary
Revetment Wall
C1
steps by others Pile depth to be confirmed with
specilist contractor and install piles
Water Allocation Boundary achieve minimum working loads:
315mm Ø Vertical load capacity - 21kN
Horizontal load capacity - 4kN
Projected Boundary 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 : 1:200 NOTES:
A WPH 05/09/25 Issue for construction
at LOT 444 (#18) THE PENINSULA, NOOSAVILLE
REVISION
Job No.: 25-0424 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 : J. SAYERS BEng (Civil) Hons Drawn By : WPH Date : 05/09/25 prior to commencement of work.
Certified By : B.R. CROMAR BEng (Civil) MIEAust CPEng RPEQ NER Date : 05/09/25 Ph: (07) 5444 5578 Email: [email protected] JETTY PILE LAYOUT & DETAILS
Page 5
FLOOR FRAMING SCHEDULE:
MARK SIZE DESCRIPTION
BR1 2/152x63x6 Channel Section Bearer (continuous span)
(Alloy & Temper - 6061/T6)
DJ1 200x50x3.0 Rectangular Hollow Section Deck Joist (single span)
(Alloy & Temper - 6060/T5 or 6106/T6)
Projected Boundary
SJ1 200x50x3.0 Rectangular Hollow Section Structural Joist (single or Cont.)
(Alloy & Temper - 6060/T5 or 6106/T6)
TR1 200x50x3.0 Rectangular Hollow Section Trimmer (single span)
(Alloy & Temper - 6060/T5 or 6106/T6) Water Allocation Boundary
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.
Existing Jetty
to be removed
NOTE:
All fixings, connectors, plates and angles
to be Stainless Steel grade 316 or aluminium
NOTE:
All Steel to be protected
as per AS/NZS 2312.1
Hidden line indicates
Water Allocation Boundary
location of ST1. Typical.
NOTE: (Typical)
All dissimilar metals to be
SJ1
isolated to prevent corrosion
C1 C1
TR1
C1
1 C1
DJ1
BR
BR1
BR1
BR1
SJ1
Cantilevered framing must not
be fixed to revetment wall.
Aluminium plate to end of
framing as specified by builder.
BR1 (Typical)
C1
SJ1
SJ1
DJ1 (Typical)
Property Boundary
Revetment Wall
BR1
C1
TR1 steps by others
Water Allocation Boundary
Projected Boundary
Issue Made By Date Description PROPOSED NEW JETTY Scale : 1:100/1:10 NOTES:
A WPH 05/09/25 Issue for construction
at LOT 444 (#18) THE PENINSULA, NOOSAVILLE
REVISION
Job No.: 25-0424 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 : J. SAYERS BEng (Civil) Hons Drawn By : WPH Date : 05/09/25 prior to commencement of work.
Certified By : B.R. CROMAR BEng (Civil) MIEAust CPEng RPEQ NER Date : 05/09/25 Ph: (07) 5444 5578 Email: [email protected] JETTY FRAMING LAYOUT & DETAILS
Page 6
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
BR1
80
BR1
Neoprene washers between
all SS fixings and aluminium.
Provide 2/No.14 x 20mm SS tek screw each
connection with Neoprene washers between
400 all SS fixings and aluminium.
1 6mm end plates CFW all round and to BR1
Typ ST
1 ST
10mm end plates
6mm CFW
1 Typical.
1
1/M16 - SS316
C1
threaded rod through Refer to S03
C1 for reinforcement details
BR1
125x50x6.0mm UA
4mm CFW to BR1
2/M12 SS Grade 316
chemset anchors.
200mm min embedment.
High strength shrinkage
Epoxy = REO 502
compensated grout pad
C1 below
SJ1
BR1
Stitch weld 'C' Section together Provide 50x80x3.0 Fabricated Unequal Angle
Neoprene washers between (Alloy & Temper - 6060/T5 or 6106/T6)
all SS fixings and aluminum. with 2/No.14 x 20mm SS tek screw each way
BR1
80
BR1
SJ1 SJ1
C1
315mm Ø
Issue Made By Date Description PROPOSED NEW JETTY Scale : 1:100 NOTES:
A WPH 05/09/25 Issue for construction
at LOT 444 (#18) THE PENINSULA, NOOSAVILLE
REVISION
Job No.: 25-0424 1. Do not scale drawings.
2. Scale is correct at A3.
BUILDER: PONTOON WORKS
Dwg No.: S05 3. Check and verify all dimensions
Designed By : J. SAYERS BEng (Civil) Hons Drawn By : WPH Date : 05/09/25 prior to commencement of work.
Certified By : B.R. CROMAR BEng (Civil) MIEAust CPEng RPEQ NER Date : 05/09/25 Ph: (07) 5444 5578 Email: [email protected] CONNECTION DETAILS