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Earthworks proposal plan
Attached to the e-mail Operational Works Application OPW21/0213 - 21 Nannygai Street Noosaville (Lot 54 on RP76937).
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Log in to see the plans as drawnPROPOSED BULK EARTHWORKS AT 21 NANNYGAI STREET, NOOSAVILLE 4566 (LOT 54 RP76937) General Notes G1. All works and materials shall be in accordance with current local authority & council policies/plans, specifications, standard drawings, Loading L1. Load combinations have be calculated in accordance with AS/NZS 1170.0. National Code of Construction (NCC) and relevant Australian L2. The following structure has been designed with the use of the following Standards. design loads: IMPOSED (LIVE) LOADS G2. These drawings are to be read in conjunction with any architectural GARAGE / CARPORT 2.5 kPa plans, any related consultants drawings/specifications and any STAIRS 3.0 kPa DRAWING INDEX written instructions that may be issued during the course of the work. Any discrepancies are to be reported immediately. G3. All drawings contained within are not to be scaled off and the DECKS FLOORS ROOFS 3.0 kPa 1.5 kPa 0.25 kPa L3. Wind speed for residential jobs are in accordance with No. TITLE ISSUE engineer takes no responsibility for any such action. AS 4055 and is determined to be for this site: N/A G4. All dimension setting out and off-site work shall be verified on site by 1 NOTES - SHEET 1 A 112 the contractor before construction and fabrication is commenced. 2 NOTES - SHEET 2 A G5. Stability of the building during construction, including additional Concrete & Reinforcement propping & bracing & excavation in the vicinity of neighboring 3 SITE EARTHWORKS PLAN A buildings, is the responsibility of the builder. Approval of all CR1. All residential slabs & footings to be in accordance with AS2870 proposals must be granted in writing prior to commencement of CR2. All reinforcing to be in accordance with AS4671. 4 SITE CROSS SECTIONS A work. CR3. Formwork to be in accordance with AS3610. 5 TYPICAL RETAINING WALL DETAILS G6. The contractor shall by means of props and shoring, if necessary, A maintain the structure in a stable condition at all times, ensuring no CR4. Reinforcing laps to be, unless noted otherwise: part shall be over-stressed during construction. N12 - 500 N16 - 700 N20 - 800 G7. Where a demolition report has been provided, procedures are to be Slab on ground: 220mm (2 cross wires + 20mm) followed strictly. Suspended slab and panels: 420mm (3 cross wires + 20mm) G8. To comply with the NCC and achieve building approval, certain CR5. All starter bars to be tied in place prior to engineer's inspection. N inspections will be required (dependant on the work completed): CR6. Splices in reinforcement are not permitted Footings - Reinforcement inspection (prior to concrete pour) -N Slab - Reinforcement inspection (prior to concrete pour) Frame - Framing, Bracing and Tie Down inspection CR7. Reinforcement is denoted by the following symbols: R - plain round bar. N - normal ductility steel AN (prior to plaster and weatherboard installation) L - low ductility steel SL - low ductility welded wire fabric NY Steelwork - Steel inspection (prior to being covered) CR8. Reinforcement is shown diagrammatically and not necessarily in Retaining walls - Reinforcement inspection (prior to concrete pour) true projection. G G9. Location and level of existing services and structures where shown, CR9. Displace reinforcement as necessary, or provide lapped bar to AI have been plotted from available records and is indicative only. The each side of penetration. contractor shall accurately locate all services on site prior to CR10. Welding of reinforcement is not permitted. commencing works and shall protect all existing services during CR11. Sizes of concrete elements do not include thickness of applied ST construction. Any damage to existing services shall be repaired at finishes. the contractors expense. CR12. No holes, chases or embedment of pipes other than those shown RE G10. All works shall comply with the workplace health and safety act. on the structural drawings shall be made in concrete members G11. Fire ant control is the responsibility of the contractor and he/she without prior approval by the engineer. ET must have appropriate DPI/DNR certification. G12. These notes have been provided to supplement the drawings with CR13. Concrete additives shall not be used without the approval of the engineer. - regards to standard of construction and materials. Not all notes are necessarily relevant to all drawings. CR14. Concrete Quality U.N.O. Slump 80mm Max. Agg size20mm G13. Min. Epoxy anchors to be U.N.O. M12 galvanised threaded rod+nut PIERS N20 PROPOSED with Ramset Chemset REO502. 35mm min. edge distance. FOOTINGS N20 SITE WORKS. Substrate <120 75mm min. embedment. CR2.5 Concrete Covers U.N.O. Substrate >120mm 110mm min. embedment PIERS 65mm Alternatives to be submitted to Northside Engineering for approval. FOOTINGS 40mm SITE LOCATION IMAGENOT TO SCALE JESS B GABRILAITIS RPEQ 23224 COPYRIGHT - The plans, CLIENT PROJECT TITLE designs and information contained in this document ONE PROPERTY PROPOSED NOTES - SHEET 1 are the copyright of Northside Engineering Pty Ltd. Use or copying of the DEVELOPMENT BULK EARTHWORKS LOCATION document in whole or in 19/07/21 ISSUE FOR APPROVAL A UNIT 7, LEVEL 1 21 NANNYGAI STREET, NOOSAVILLE 4566 part without the written 87 WEBSTER ROAD permission of Northside 12/07/21 PRELIMINARY ISSUE FOR COMMENT STAFFORD QLD 4053 DESIGN DRAWN CHECKED SCALE SHEET JOB NUMBER SHEET OF ISSUE 04235-BE P1 Engineering constitutes an infringement of copyright. DATE DESCRIPTION ISSUE PH. 07 3053 3183 E. [email protected] DR/TZ DR TZ NTS A3 1 5 A
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Foundations, Excavation & Site Preparation Notes F15. Compaction requirements for shallow fills requirements shall be
in accordance with AS 3798 are as follows:
Masonry Notes The length of lapping shall be not less than the thickness of the
leaf upon which the sheet is laid joints shall not be located at
F1. Site earthworks shall be in carried out in accordance with AS3798, a) Sand up to 800mm deep is to be compacted in 200mm layers M1. All Masonry to comply with weep holes.
Guidelines on earthworks for commercial & residential developments. by vibrating plate or vibration roller. The fill is to have an n value of AS3700, AS4773.1, AS 4773.2 & AS/NZS 4455. M15. Mortar joints shall be finished as specified, the depth of raking
F2. Refer to soil report & footing plan/details for reference to the required 7 using a standard penetrometer test. Density index is to be not M2. Masonry shall not be constructed to a height greater than shall not exceed the amount specified in AS 3700 clause 1.4.1
founding material for the footings, the soil profile across the site & less than 75% in accordance with AS 1289, testing of density index 2400mm prior to grouting. Clean-out blocks shall be provided in & clause 4.9.2.
specific recommendations. The engineer shall be notified immediately shall be done in accordance with AS 1289. M16. Any render finish subsequently applied to the surface shall not be
all cores at bottom course of each filled lift. allowed to bridge a damp proof course or make ineffective any
should the foundation material differ from that stated in the soil report. b) Non-sand fill up to 400mm deep shall be compacted in not more M3. Masonry under construction shall be braced or otherwise other moisture protection measures.
F3. Topsoil & organic material shall be removed from the construction pad than 150mm layers by a mechanical roller, clay fill shall be moist stabilized as necessary to resist wind & other lateral forces, in such a M17. Cavities shall be free form mortar droppings or any other materials
& stockpiled for later use in landscaping, any loose or soft material during compaction. Standard compaction index is not to be less manner that the structural integrity of the member of structure is not which might bridge the cavity & allow transmission of moisture.
encountered shall also be removed. Voids created from the removal of than 95% for a residential project & 98% for a commercial compromised as well as covered at the top surface to prevent Where ducts, sleeves or pipes are laid along or across a cavity
poor material or vegetation shall be filled & compacted with suitable development or pavement in accordance with AS 1289. Reactive rainwater entry. construction shall be such that transmission of moisture is
material to a minimum density ratio of 95% standard compaction for clay should be avoided as fill but if used should be placed at a M4. Masonry shall not be subjected to any load until it has gained prevented.
cohesive soils or 65% minimum density index for cohesionless soils. moisture content which approximates the fixed equilibrium sufficient strength to carry loads safely. M18. Wall ties for masonry veneer walls (walls max. 3m high) located at;
F4. Northside Engineering are to be contacted during construction prior to moisture content. M5. Wall ties shall be embedded at least 50mm into the mortar joint, and 600mm max. centres vertically (300mm max. from top of wall)
first concrete pour to confirm the site classification & soil conditions. adequately attached to the structural backing as appropriate. 600mm max. horizontal centres
F16. Any filled building platforms in excess of the fill levels described Double number of ties back to frame at intersecting walls.
Should conditions differ from those used in the design stage be above shall be controlled fill in accordance with AS 3798 - Connectors & accessories that extend across a cavity in the masonry Use light duty for N1/N2 sites
discovered at the time of inspection, Northside Engineering reserves Guidelines on earthworks for commercial & residential shall be installed in a manner which prevents water from passing Use medium duty ties for N3/N4 sites.
the right to amend design details if necessary. developments. The testing & certification of the fill platform shall be across the cavity via ties, connectors or accessories. In hollow unit M19. Articulation Joints in Masonry Veneer walls
F5. Footings shall be located centrally under columns & walls unless noted carried out by a suitably qualified testing body. masonry, where it is not practicable to obtain the required (Vertical joints to full height, not toothed & free of mortar)
otherwise. embedment of the ties wholly in the mortar join, the necessary
F17. For sites where cut & fill is required, the fill shall continue past embedment shall be obtained by filling appropriate cores with grout JOINT SPACING *
F6. All water & loose material shall be removed from footing excavations the edge of the building at least 1.5m & shall be retained or or mortar. (Straight, continuous walls only - containing no openings, render finish assumed)
and/or Bored piers prior to concreting. battered beyond this point. Refer to the geotechnical report for M6. Cement & building lime shall comply with the following standards: 10mm JOINT 15mm JOINT
F7. Min. bearing capacity of the foundation materials is to be (u.n.o): batter slope details. The interior of the slab shall be founded on - Portland & blended cements AS 3972 SITE CLASS <4m >4m-8.5m MAX. >4m-8.5m MAX.
compacted material & the edge beams & internal load-bearing M 5.5m 3.9m 5.5m
Pad footings 100 kPa Strip footings 100 kPa - Limes for building AS 1672.1 H1 5.0m 3.5m 5.0m
Bored piers 100 kPa Raft slabs 50 kPa elements shall be founded on natural soil. (Refer geotechnical - Masonry cement AS 1316 H2 4.5m 3.2m 4.5m
report). M7. The cutting of units shall be avoided as far as possible by setting out JOINT SPACING *
F8. The zone of influence (45° line from base of walls) is not to be affected F18. All plumbing & services trenches shall be sloped away from the
during excavation unless written approval is obtained by the engineer. to avoid irregular or broken bond, particularly adjacent to openings & · No more than 5m centres where openings greater than 900 x 900 occur.
Located where wall height changes by more than 20% of the lesser height.
house & shall be backfilled with compacted clay in the top 300mm in piers, where cutting is necessary units shall be cut: ·
At changes in wall thickness (not including engaged piers)
F9. Where excavation work is to be carried out adjacent to existing footings, within 1.5m of the house. If this is not possible or if services run - so that there is no shattering of the units;
·
Note: chases made in walls greater than 25% of the overall thickness are considered
the exact level of the underside of the footings shall be obtained by test under the footing system, the trench shall be backfilled with - accurately to leaf thickness; a 'change in wall thickness'.
pits prior to excavation. Underpinning & shoring of the structure shall be · At control or construction joints in the footing & slab.
compacted clay or concrete in order to restrict the ingress of water - so as not to impair the effectiveness of any cavity or reduce the net · Located not greater than 4.5m from corners
carried out as required & the existing structure shall be maintained in a beneath the footing system. area of masonry. · Located not closer to corner than 230mm for veneer walls or 470mm for cavity walls.
stable undamaged condition.
F10. All excavated material shall be removed from the build site & not
F19. Adequate site drainage is important for satisfactory performance of
the footing system, the finished ground surface must fall away from
M8. As far as practicable, holes, sleeves & chases shall be provided
during erection of masonry in order to avoid cutting of completed
Concrete Block Masonry Notes
reused elsewhere during the construction unless written approval is the perimeter footing a minimum of 50mm over a distance of 1 walls.
obtained by the engineer. CB1. All concrete block masonry shall be in accordance with AS 3700,
metre at all times. Where this is achieved by filling, the nature & M9. Expansion joints (closing control joints) & articulation joints shall be AS/NZS 4455
F11. The contractor is to ensure stability of all excavations & structures permeability of of the filling material should be considered in clean & free from any hard or incompressible material for the full CB2. All concrete masonry units shall have minimum characteristic
(including existing elements/adjoining properties) during relation to the underlying soil. width & depth of the joint before. unconfined compressive strength f'uc = 15MPa.
construction. Excavations drawn behind elements are indicative only. It F20. The owner is responsible for the maintenance of the building & site M10. Weep holes shall be provided wherever it is necessary to drain CB3. Mortar shall consist of a mixture of cementitious & s&, to which any
is the contractor's responsibility to assess encountered ground & should make themselves familiar with the performance & moisture from or through masonry construction where flashings are specified additives have been added. Mortars shall be identified
conditions & batter excavations to maintain stability & provide all maintenance requirements set out in the CSIRO pamphlet, BTF-18 , incorporated in masonry, weep holes shall be provided in the by the volumetric proportions of their main ingredients & shall be
necessary components required. 'Guide to home owners on foundation maintenance & footing masonry course immediately above the flashing at maximum classified by M1 to M4.
F12. The contractor is to take all responsibility for contacting services in performance'. 1200mm centres. Weep holes shall be free from mortar or other CB4. Mortar shall be mixed in proportion 1 : 1 : 6 of cement : hydrated
arrangement of disconnecting services or supply that require cutting & F21. Tree roots, on occasions, will affect the performance of the footing material that might prevent proper function. Weep holes shall either lime : s& ; by volume above damp proof course.
sealing as required. system & may result in cracks occurring in bricks and/or plaster be formed by the inclusion of a pipe or duct at the location, or & 1 : 1 / 4 : 3 below damp proof course level. Additives shall
F13. Penetrations through edge & internal beams are permitted where work. Should tree roots affect the house then it is the owner's omission of mortar in the perpend joint. not be used without approval of the engineer.
necessary provided it is located within the middle third of the beam responsibility to have the offending tree(s) removed or install a root M11. Masonry shall be cleaned & stains removed as necessary in such a CB5. Grout for core filling shall be ready-mixed concrete in
depth & the diameter of the penetration (including lagging) does not barrier. manner that the work is not damaged. Particular care shall be taken accordance with AS 1379 with f'c = 20 MPa, maximum
exceed one third of the beam depth. Lagging to be closed-cell to protect adjacent work from the effects of any acid used in aggregate size 10mm, maximum slump 200mm & to be rodded
polyethylene lagging at least 20mm thick. The minimum covers to cleaning. Care shall be taken when using high-pressure water in place to provide compaction.
reinforcement must also be maintained. Connection of stormwater cleaners not to damage mortar joints & masonry units. CB6. Provide corner bars to all horizontal reinforcement at wall returns.
drains & waste drains shall include flexible connections in accordance M12. Freshly laid masonry shall not be disturbed by scaffolding, Lap lengths to suit bar size.
with AS 3500 & local authority requirements. formwork or other equipment supported from it. Individual units CB7. All concrete cover to reinforcement to be minimum 50mm.
which are moved for any reason after initial placement shall be relaid CB8. All starter bars to be tied in place prior to engineer's inspection.
F14. Unless displayed on these plans the effects from temporary excavations in fresh mortar.
for the repair or replacement of services have not been taken into M13. Sheet damp proof materials shall be built in to project both faces of CB9. All core filled blockwork shall be laid with a base course of clean
account. the wall, on completion of construction, the projections shall either be out blocks to facilitate cleaning of all cavities. The height of core
cut off flush with the face of the wall or turned down. fill placed at any one time shall not exceed 2.4m.
M14. Any course upon which a sheet of damp-proof or flashing material is CB10. Where hollow block walls are load bearing, lay solid blocks to
laid shall be flushed up with mortar over the full width to form an even top course & provide approved slip joint installed to
JESS B GABRILAITIS bed. Where joints in the sheet cannot be avoided, the material shall manufacturer's specification.
RPEQ 23224 be lapped against moisture penetration. CB11. Control joints to be placed at max 6000mm crs, using control
type blocks or as detailed within structural documentation.
COPYRIGHT - The plans, CLIENT PROJECT TITLE
designs and information
contained in this document
ONE PROPERTY PROPOSED
NOTES - SHEET 2
are the copyright of
Northside Engineering Pty
Ltd. Use or copying of the DEVELOPMENT BULK EARTHWORKS LOCATION
document in whole or in 19/07/21 ISSUE FOR APPROVAL A UNIT 7, LEVEL 1 21 NANNYGAI STREET, NOOSAVILLE 4566
part without the written 87 WEBSTER ROAD
permission of Northside 12/07/21 PRELIMINARY ISSUE FOR COMMENT STAFFORD QLD 4053 DESIGN DRAWN CHECKED SCALE SHEET JOB NUMBER SHEET OF ISSUE
04235-BE
P1
Engineering constitutes an
infringement of copyright. DATE DESCRIPTION ISSUE
PH. 07 3053 3183
E. [email protected] DR/TZ DR TZ NTS A3 2 5 A
Page 3
NOTES: LEGEND
1) All fill works on site shall be rolled fill, in accordance with clause 6.4.2 of Australian Standard 2870, and certified by others. - INDICATIVE OF PROPOSED FILL - EXISTING TIMBER
2) Survey information has been obtained from 'M3 Surveys' Plan as shown in CDS Design Consultants documentation Ref 'Nannygai' Drawing No.1 Rev C. - (BULK FILL PAD) RETAINING WALL
All levels, locations and existing services to be verified on site. - PROPOSED TIMBER
3) Plans to be read in conjunction with Architectural documentation. - OUTLINE OF FUTURE DWELLING RETAINING WALL
4) All levels to AHD.
X2
TOP OF RETAINING N - OUTLINE OF PATHWAYS - PROPOSED RETAINING WALL/FENCE
5) IPWEA DENOTES INSTITUTE OF PUBLIC WORKS ENGINEERING AUSTRALASIA WALL NOM. RL2.55 - CORE-FILLED MASONRY BLOCK
PROPOSED FOOTPATH
CONSTRUCTED IN
ACCORDANCE WITH
APPROX. >19m TO
NEXT DRIVEWAY
IPWEA STANDARD
PROPOSED 1.75 DRAWING RS-065.
IN-GROUND POOL ALIGN WITH EXISTING
1500 FOOTPATH.
(NOT PART OF THIS MIN.
APPLICATION)
1.7
5
DWELLING FILL PAD
ASSUMED RL 2.40
2500
3500
3500
GARAGE FILL PAD
ASSUMED RL 2.22
1.75
1500
- 21 NANNYGAI STREET -
1.
75
TOP OF RETAINING RL2.55
NOM. TOP OF WALL RL4.35
7000
FILL PAD
ASSUMED RL 2.40
1.75
1500
DWELLING FILL PAD GARAGE FILL PAD
ASSUMED RL 2.40 ASSUMED RL 2.22
2500
3500
3500
X1 PROPOSED X1
APPROX. >12m TO
NEXT DRIVEWAY
IN-GROUND POOL
(NOT PART OF THIS
1.50
APPLICATION) PROPOSED CROSSOVER
& DRIVEWAYS AS PER
TOP OF RETAINING IPWEA STANDARD
WALL RL2.55 DRAWINGS RS-049 &
RS-050, TYP.
JESS B GABRILAITIS
SITE EARTHWORKS PLAN 1.
75
X2
RPEQ 23224
SCALE 1:100
COPYRIGHT - The plans, CLIENT PROJECT TITLE
designs and information
contained in this document
ONE PROPERTY PROPOSED
SITE EARTHWORKS PLAN
are the copyright of
Northside Engineering Pty
Ltd. Use or copying of the DEVELOPMENT BULK EARTHWORKS LOCATION
document in whole or in 19/07/21 ISSUE FOR APPROVAL A UNIT 7, LEVEL 1 21 NANNYGAI STREET, NOOSAVILLE 4566
part without the written 87 WEBSTER ROAD
permission of Northside 12/07/21 PRELIMINARY ISSUE FOR COMMENT STAFFORD QLD 4053 DESIGN DRAWN CHECKED SCALE SHEET JOB NUMBER SHEET OF ISSUE
04235-BE
P1
Engineering constitutes an
infringement of copyright. DATE DESCRIPTION ISSUE
PH. 07 3053 3183
E. [email protected] DR/TZ DR TZ 1:100 u.n.o 1.0m 0 1.0m 2.0m 3.0m
A3 3 5 A
Page 4
NOTES:
1) All fill works on site shall be rolled fill, in accordance with clause 6.4.2 of Australian Standard 2870, and certified by others. LEGEND
2) Survey information has been obtained from 'M3 Surveys' Plan as shown in CDS Design Consultants documentation Ref 'Nannygai' Drawing No.1 Rev C. - INDICATIVE OF PROPOSED FILL - EXISTING TIMBER
All levels, locations and existing services to be verified on site. - (BULK FILL PAD) RETAINING WALL
3) Plans to be read in conjunction with Architectural documentation. - OUTLINE OF FUTURE DWELLING - PROPOSED TIMBER
4) All levels to AHD. RETAINING WALL
- OUTLINE OF PATHWAYS - PROPOSED RETAINING WALL/FENCE
- CORE-FILLED MASONRY BLOCK
5.00 5.00
NEW PATHWAY TO
- 21 NANNYGAI STREET -
4.50 TOP OF RETAINING RL2.55 TAPER FILL PAD TO MATCH EXISTING 4.50
NOM. TOP OF WALL RL4.35 BULK FILL PAD - ASSUMED RL.2.40 GARAGE FILL PAD - ASSUMED RL.2.22 EXISTING SURFACE LEVEL ALIGNMENT
4.00 4.00
1500 MIN.
3.50 PROPOSED IN-GROUND POOL 3.50
(NOT PART OF THIS APPLICATION) FUTURE DWELLING
3.00 3.00
2.50 2.50
2.00 2.00
1.50 1.50
DESIGN SURFACE LEVEL EXISTING SURFACE
1.00 1.00
LEVEL 1.75
0.50 0.50
0.00 0.00
SITE CROSS SECTION 'X1' SCALE 1:100
1.8m TIMBER FENCE 1.8m TIMBER FENCE
5.00 5.00
4.50 TOP OF RETAINING TOP OF RETAINING 4.50
WALL RL2.55 BULK FILL PAD - ASSUMED RL.2.40 WALL NOM. RL2.55
4.00 4.00
3.50 3.50
3.00
FUTURE DWELLING FUTURE DWELLING 3.00
2.50 2.50
2.00 2.00
1.50 1.50
EXISTING SURFACE DESIGN SURFACE LEVEL
1.00 1.00
LEVEL 1.75
0.50 0.50
0.00 0.00
SITE CROSS SECTION 'X2' SCALE 1:100
JESS B GABRILAITIS
RPEQ 23224
COPYRIGHT - The plans, CLIENT PROJECT TITLE
designs and information
contained in this document
ONE PROPERTY PROPOSED
SITE CROSS SECTIONS
are the copyright of
Northside Engineering Pty
Ltd. Use or copying of the DEVELOPMENT BULK EARTHWORKS LOCATION
document in whole or in 19/07/21 ISSUE FOR APPROVAL A UNIT 7, LEVEL 1 21 NANNYGAI STREET, NOOSAVILLE 4566
part without the written 87 WEBSTER ROAD
permission of Northside 12/07/21 PRELIMINARY ISSUE FOR COMMENT STAFFORD QLD 4053 DESIGN DRAWN CHECKED SCALE SHEET JOB NUMBER SHEET OF ISSUE
04235-BE
P1
Engineering constitutes an
infringement of copyright. DATE DESCRIPTION ISSUE
PH. 07 3053 3183
E. [email protected] DR/TZ DR TZ 1:100 u.n.o 1.0m 0 1.0m 2.0m 3.0m
A3 4 5 A
Page 5
MANUFACTURED CGT1 MASONRY TIES AT GROUT FILLED CORES
'CONTROL JOINT' SEALANT AS 600 CRS. SUPPLIED BY
BLOCKWORK.) PER DETAIL. 'CERRA METAL WORKS'
OR APPROVED 10
SEALANT AS SEALANT AS PER DETAIL.
PER DETAIL. EQUIVALENT.
N16 HORIZONTAL
BAR TO TOP COURSE.
FC SHEET TO EARTH FC SHEET TO EARTH FC SHEET TO EARTH CGT1 MASONRY TIES AT 600
FACE or APPROVED FACE or APPROVED FACE or APPROVED CRS SUPPLIED BY 'CERRA
ALTERNATIVE. (TYP. ALTERNATIVE. (TYP. ALTERNATIVE. (TYP. METAL WORKS' OR APPROVED
1800 MAX. FENCE
FOR RETAINING WALLS) FOR RETAINING WALLS) FOR RETAINING WALLS) EQUIVALENT
BLOCKWALL BLOCKWALL ARTICULATION JOINT
CONTROL JOINT DETAIL ARTICULATION DETAIL 90 DEG. CORNER DETAIL 200 SERIES MASONRY BLOCKWORK
SCALE 1:20 SCALE 1:20 SCALE 1:20
WALERS D ('H' BLOCKS) CORE FILL
(ABUTING AT POSTS) CATCH OPE N12 HORIZONTAL
CONTROL JOINT TO BE VERTICAL FOR FULL HEIGHT OF WALL, APPLY DRAIN F.S.L. MAX 1:4 SL BARS AT 400 CRS. COMPACTED
SEALANTS AS SPECIFIED TO EACH FACE OF THE BLOCK WALL. SITE CLAY
N16 VERTICAL BARS AT PE
400 CENTRES - LOCATE MAX. SinL4O GEOFABRIC
HEIGHT VARIES
CENTRALLY. LAP 700 MIN. SPOON 1
SEALANT INSTALLED AS
1000 MAX.
100mm TOPSOIL DRAIN
PER MANUFACTURES POST
ALIGNMENT
PROPERTY
SPECIFICATION. WATERPROOF
RETAINING
CONSOLIDATED MEMBRANE
800 MAX.
10mm
BRUSH ON PRIMER FREE DRAINING
(EACH FACE) 1 TO 8 GRANULAR FILL SELECTED GRANULAR
H
HOURS BEFORE MIN 1:10 BACKFILL, NO COMPACTION
INSERTING SEALANT. BATTER SUITABLE OTHER THAN HAND HELD
GEOTEXTILE CLEAN-OUT BLOCK EQUIPMENT IN THIS ZONE
OPEN CELL POLYURETHANE F.S.L.
FOAM BACKING ROD. EXCAVATION GEOFABRIC
SLOPE 1:1 100Ø AG. DRAIN,
TYP' SEALANT DETAILS DRAINAGE PIPE
200 mm ROUNDED
10 mm GRAVEL
F.S.L.
600
SCALE 1:5
N16 BARS AT 800 CRS. SURROUND,
3-L11TM TOP & BOTTOM CENTRALLY. LAP 700 MIN. MIN. FALL 1:100
ALL TIMBER USED TO PREFABRICATED CAGE. WITHOUT
BE SUITABLE FOR USE (40 mm COVER) 4/N12 BARS TO LAP NUISANCE
IN H5 HAZARD LEVEL 500 MIN. EACH LEG. TO EFFICIENT
350 OUTFALL
RETAINING WALL NOTES (TYP. TO ALL WALLS): N25 CONCRETE
MASS CONCRETE
· ALL CORES TO BE FULLY GROUTED (N20)
· ALL STARTER BARS TO BE TIED IN PLACE PRIOR TO ENGINEERS INSPECTION.
ALL WALLS TO BE THOROUGHLY PROPPED DURING COMPACTION OF BACKFILL AND
·
4/N12 WITH R6 SPIRAL TIE AT
1200 NOMINAL
DF
·
UNTIL CORE FILL IS POURED AND FULLY CURED.
WALL DESIGNED FOR MINIMUM BEARING CAPACITY OF 100ka. TIMBER RETAINING WALL SCHEDULE 250 PITCH OR EQUIVALENT
·
·
WALL NOT TO BE FOUNDED ONTO UNCOMPACTED FILL MATERIAL.
KEY REQUIRED FOR WALLS GREATER THAN 1200 HIGH. 200 x 75 WALERS RECTANGLE CAGE) 40 COVER.
· WHERE RETAINING WALLS (NOT PART OF THIS DESIGN) HAVE OR ARE TO BE
CONSTRUCTED IN THE IMMEDIATE VICINITY OF THE PROPOSED WALLS THE ENGINEER 'H' 'DF' POST SPACING POST 900 MIN. INTO NATURAL
SHOULD BE CONTACTED IMMEDIATELY FOR A REVISED DESIGN. 1000 1600 1800 100 D x 200 W DENSE/STIFF SOIL STRATA
GRAVEL
100mm
· SLIP CIRCLE ANALYSIS IS NOT WITHIN THE SCOPE OF THIS DESIGN. EXPERT ADVICE MIN. 100kPa BEARING
SHOULD BE SOUGHT IN AREAS PRONE TO THIS. 1200 1800 1800 200 D x 75 W
· WALLS TO BE WATERPROOFED TO ARCHITECTURAL SPECIFICATIONS AND DETAILS. CAPACITY
·
·
ALL BACKFILL TO BE CLEAN GRANULAR, FREE DRAINING MATERIAL.
NO BACKFILLING UNTIL AT LEAST SEVEN (7) DAYS MINIMUM AFTER CONCRETE CORE
1400 1900 1500 200 D x 100 W
FILLING COMPLETION. (UNLESS APPROVED BY ENGINEER).
· WHERE RETAINING WALL IS LOAD BEARING NO BACKFILLING TO COMMENCE UNTIL WALL TO BE THOROUGHLY PROPPED
SEVEN (7) DAYS MINIMUM AFTER LOAD BEARING SLAB OVER HAS BEEN POURED DURING COMPACTION OF BACKFILL. Ø350
(UNLESS OTHERWISE APPROVED BY THE ENGINEER).
450 Ø
PIERS @ 2000 MAX. CRS.
JESS B GABRILAITIS TIMBER RETAINING WALL DETAIL RW1 RETAINING WALL DETAIL
RPEQ 23224 SCALE 1:20 SCALE 1:20
COPYRIGHT - The plans, CLIENT PROJECT TITLE
designs and information
contained in this document
ONE PROPERTY PROPOSED
TYPICAL RETAINING WALL DETAILS
are the copyright of
Northside Engineering Pty
Ltd. Use or copying of the DEVELOPMENT BULK EARTHWORKS LOCATION
document in whole or in 19/07/21 ISSUE FOR APPROVAL A UNIT 7, LEVEL 1 21 NANNYGAI STREET, NOOSAVILLE 4566
part without the written 87 WEBSTER ROAD
permission of Northside 12/07/21 PRELIMINARY ISSUE FOR COMMENT STAFFORD QLD 4053 DESIGN DRAWN CHECKED SCALE SHEET JOB NUMBER SHEET OF ISSUE
04235-BE
P1
Engineering constitutes an
infringement of copyright. DATE DESCRIPTION ISSUE
PH. 07 3053 3183
E. [email protected] DR/TZ DR TZ 1:20 u.n.o 0.2m 0 0.2m 0.4m 0.6m
A3 5 5 A