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Approved Plans & Documents - EXE22/0017
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LINDSAY CONSULTING PTY LTD -
STRUCTURAL AND CIVIL ENGINEERS
ACN 079 744 808 ABN 61 478 386 385 GST REGISTERED
AS TRUSTEE FOR THE LINDSAY FAMILY TRUST
Ref: 220873 -
19th August 2022 APPROVED PLAN
EXE22/0017
NOOSA COUNCIL
Paul Clout Design 26 OCTOBER 2022
PO Box 152
Noosaville
Attn Paul,
GEOTECHNICAL REPORT FOR
PROPOSED RESIDENCE
27 ADAMS STREET, SUNSHINE BEACH
We have been engaged to carry out a Geotechnical Stability Review for the above
project. The purpose of the review is to
• Identify existing soil types and profiles,
• Determine existing soil parameters for the proposed development,
• Evaluate site conditions and any affect these site conditions have on the
proposed development, and
• Comment on the Geotechnical Slope Stability of the allotment, existing and post
construction.
Standards and references used in carrying out the Geotechnical Stability Review include
but are not limited to the following:-
• AS 1289 - Methods of testing Soils for Engineering Purposes
• AS 1726 - Geotechnical Site Investigations
• AS 2870 - Residential Slabs and Footings – Construction
• AS 3798 - Guidelines on Earthworks for Commercial and Residential
developments
• Australian Geomechanic Society Practice Note Guidelines for Landslide Risk
Management 2007
• Lindsay Consulting Pty Ltd Design Drawings 22-0873-F1 to F26 Rev A
inclusive
• Lindsay Consulting Pty Ltd site classification report 220873 dated July 2022
• Paul Clout Design drawing 00.0 to 09.0 dated 09/08/22
QUALIFICATIONS OF COMPANY AND COMPETENT PERSONS
Staff utilized in the preparation of the work includes Mr. Jason Lindsay (RPEQ 4928) a
Civil Engineer whom has worked as a Civil, Structural, and Geotechnical engineer since
1990 performing geotechnical evaluation during his employment with John Wilson and
Partners Tewantin Office which was attached to the John Wilson and Partners Soils and
Materials Laboratory. In his over 30 year experience Mr. Lindsay has carried out over
ten thousand site and soil evaluations including site classifications in accordance with
AS2870 and geotechnical evaluations for stability on many of these sites.
Off. 2C/82 Parker St, Maroochydore 4558
OFFICE: (07) 54 792 118 MOBILE: 0412 313 645 FAX: (07) 54 510 118
E-MAIL: [email protected]
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LINDSAY CONSULTING PTY LTD - STRUCTURAL AND CIVIL ENGINEERS ACN 079 744 808 ABN 61 478 386 385 GST REGISTERED AS TRUSTEE FOR THE LINDSAY FAMILY TRUST Field work is carried out by Mr Nathan McFadden in accordance with the above Australian Standards. Mr Fadden has worked in the engineering field as a soil and site evaluator or over 20 years, the last 15 years with Lindsay Consulting. Previously Mr McFadden worked for a NATA registered laboratory carrying out field and laboratory testing to NATA approved standards for major and minor civil work projects SITE GEOLOGY From the borelogging carried out over the site (refer attached Site Classification Report) the site consists of a sand. The site falls from the rear towards Adams Street with the site being predominantly heavily grassed. Drainage of the allotment would be described as good. No groundwater was observed during the testing or inspection of the site, however, possible seasonal water tables or seepage may be possible along the unweathered rock layer. The proposed residence, as detailed on the attached architectural drawings indicates a two storey residence over garage with moderate cut required for form up the garage under the residence. Off. 2C/82 Parker St, Maroochydore 4558 OFFICE: (07) 54 792 118 MOBILE: 0412 313 645 FAX: (07) 54 510 118 E-MAIL: [email protected]
Page 3
LINDSAY CONSULTING PTY LTD -
STRUCTURAL AND CIVIL ENGINEERS
ACN 079 744 808 ABN 61 478 386 385 GST REGISTERED
AS TRUSTEE FOR THE LINDSAY FAMILY TRUST
STABLITY CONSIDERATIONS
The level of excavation intended over the site leads Lindsay Consulting Pty Ltd to
believe that the stability of the site will be suitable for this type of construction.
There were no signs of instability on the allotment. The location of the residence on this
slope does not in our opinion lead us to believe that slope stability will be a concern.
Specific requirements concerning various sections of the construction process are given
below:-
CONSTRUCTION ELEMENT NOTES AND REQUIREMENTS
The cut/fill platform for the residence shall be minimized to
Building and other structure’s foundations
avoid disturbance to the soil profile
The site is sewered. Trenching shall be minimised to avoid
Sewage disposal
disturbance to the soil profile.
The site stormwater shall be directed to the road at the front
Stormwater disposal of the allotment. Trenching shall be minimised to avoid
disturbance to the soil profile.
From the driveway plan provided by the draftsman minimal
External works including driveways, retaining
cutting (approx. 1000 mm MAX) is required along the
walls, pools, etc
driveway minimizing possible disturbance to the soil profile.
Loss of existing vegetation shall be limited around the
Loss of existing Vegetation
residence to minimize disturbance to the soil profile.
A landslip Hazard Frequency analysis has been carried out for the site and the proposed
works, refer Appendix F, and we conclude there is a low risk of site instability with the
house located in its proposed location. The low risk of instability as defined in the
guidelines in the attached appendix does not exclude slope stability problems, only that
in Lindsay Consulting Pty Ltd’s opinion that the risk is low and may be management
through good hillside practises.
In our professional opinion, the present site conditions along with the proposed
earthworks detailed on the drawings specified previously do not pose a slope stability
issue with the site including associated buildings and infrastructure and that the stability
of the site will be maintained during both the construction and operational life of the
development. As such the works proposed, when carried out in a capable manner will
not lead to a slope stability problem.
Off. 2C/82 Parker St, Maroochydore 4558
OFFICE: (07) 54 792 118 MOBILE: 0412 313 645 FAX: (07) 54 510 118
E-MAIL: [email protected]
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LINDSAY CONSULTING PTY LTD - STRUCTURAL AND CIVIL ENGINEERS ACN 079 744 808 ABN 61 478 386 385 GST REGISTERED AS TRUSTEE FOR THE LINDSAY FAMILY TRUST Lindsay Consulting Pty Ltd further certifies that at the time of this report there were no signs of stability issues with adjoining lands and as such the site is not subject to risk of landslip activity originating from these other land. Lindsay Consulting Pty Ltd clarify this statement in that any adjoining works or changes to existing works on adjoining lands must be carried out in a professional manner and in accordance with good hillside practices so as to not affect the stability of the adjoining land which may inturn affect the stability of the subject allotment. Should you require any further information please do not hesitate to contact me at the above address. On and Behalf of LINDSAY CONSULTING PTY LTD Jason Lindsay RPEQ Off. 2C/82 Parker St, Maroochydore 4558 OFFICE: (07) 54 792 118 MOBILE: 0412 313 645 FAX: (07) 54 510 118 E-MAIL: [email protected]
Page 5
LINDSAY CONSULTING PTY LTD -
STRUCTURAL AND CIVIL ENGINEERS
ACN 079 744 808 ABN 61 478 386 385 GST REGISTERED
AS TRUSTEE FOR THE LINDSAY FAMILY TRUST
-
APPROVED PLAN
EXE22/0017
NOOSA COUNCIL
26 OCTOBER 2022
APPENDIX A – ENGINEERING DESIGN DRAWINGS
AND SOIL TEST
Off. 2C/82 Parker St, Maroochydore 4558
OFFICE: (07) 54 792 118 MOBILE: 0412 313 645 FAX: (07) 54 510 118
E-MAIL: [email protected]
Page 6
LINDSAY CONSULTING PTY LTD -
STRUCTURAL AND CIVIL ENGINEERS
ACN 079 744 808 ABN 61 478 386 385 GST REGISTERED
AS TRUSTEE FOR THE LINDSAY FAMILY TRUST
SITE CLASSIFICATION REPORT
JOB NUMBER 220873
CLIENT PAUL CLOUT DESIGN
SITE LOCATION No. 27 ADAMS STREET, SUNSHINE BEACH
REPORT DATE JULY 2022
1. INTRODUCTION
The purpose of this report is to classify the subject allotment in accordance with
Australian Standard 2870-2011 'Residential Slabs and Footings. From this classification
a footing system has been recommended for the structure so as to allow adequate
performance of the footings under the soil conditions determined at the site.
This report relates exclusively to the proposed residence at subject allotment, as detailed
on the architectural drawings supplied by the client. This document has been prepared
for the express purpose stated above. This document does not cover any other elements
related to construction on the site.
2. SITE DESCRIPTION
The subject allotment is a residential lot fronting a sealed road. The site has average
grass cover with no undergrowth and has scattered small trees present. The site falls
across and towards the front of the block at approximate slopes of 7-16%.
3. SOIL PROFILE
The borelogs carried out at the site, refer attached Site Plan for localities, indicate that
the soil profile consists of silty sand overlying sand.
Whilst every effort has been made to ensure that the borelogs carried out at the subject
allotment are indicative of the soil profile over the site any discrepancy between the
profile detailed in the borelogs and that observed during construction shall be referred
to the Consulting engineer for immediate attention.
4. MATERIALS LABORATORY TEST RESULTS
Determination of the classification for the site in this situation is based upon test results
from Dynamic Cone Penetrometer testing performed over the site and textural
classification of the soil.
Off. 2C/82 Parker St, Maroochydore 4558
OFFICE: (07) 54 792 118 MOBILE: 0412 313 645 FAX: (07) 54 510 118
E-MAIL: [email protected]
Page 7
5. SITE CLASSIFICATION AND TARGET STRATA
Based on the findings of the site investigation and the footing system design proposed
on the client supplied information, the classification of the site is considered to conform
to: -
CLASS " P "
This classification is due to poor bearing capacity of the existing soil.
However, if this was not the case the soil type and reactivity would
be comparable to that of a CLASS " S ".
in accordance with Australian Standard 2870-2011, 'Residential Slabs and Footings,
Construction'.
The target stratum where 100kpa of allowable bearing capacity is attained by a suitable
founding material is the medium dense SAND which occurs at a depth of 1400mm
from the existing ground level at location BH1 and a depth of 1600mm from the
existing ground level at location BH2. Any fill placed over the existing ground shall be
piered through the fill into the existing material.
NOTE – there are significant earthworks proposed for this site, it is recommended
that further DCP testing be undertaken once this has been completed to confirm the
bearing capacity of the target stratum.
Further note that the placement of reactive material as fill may change the site’s
classification.
6. FOOTING SYSTEM DESIGN
The footing system shall be designed to conform to the performance limits stated in AS
2870 – 2011 and reprinted in the C.S.I.R.O.'s Publication 10/91, 'Guide to Home
Owners on Foundation Maintenance and Footing Performance', a copy of which
attached to this report. It should be noted that footings designed in accordance with
AS2870-2011 does not guarantee no movement of footings, shrinkage cracking or other
damage to the building.
Foundation preparation and footing construction shall be in accordance AS 2870 -2011
and AS 3798-1990 'Guidelines on Earthworks for Commercial and Residential
Developments'.
Where necessary, subsoil drainage shall be incorporated in the construction of the
building to ensure that subsurface water is properly drained away from the footings.
Potential seepage or subsoil drainage problems cannot always be recognised from the
results of a site investigation. Problems with respect to subsurface water flow or
seepage may not be evident until after the site has been subject to the first significant
wet period.
After construction of the footing system the ground surface around the residence shall
be sloped away from the footings at a fall of 1 in 20 minimum for a distance of 2000
mm.
7. ARTICULATION
It is recommended that masonry walls on Class M, H, E and P sites be articulated at all
or some openings. Articulation joints shall be constructed in accordance with the
Cement and Concrete Association's Publication 'TN61 - Articulated Walling'.
Page 8
8. SERVICES
Expansive or collapsing soils require special considerations at service connections to
ensure flexibility to prevent damage or breakage. In areas where known expansive or
collapsing soils are present flexible connections and impervious plugs shall be provided
to all services including all drainage, stormwater and septic system.
On and Behalf of
LINDSAY CONSULTING PTY LTD
Jason Lindsay
RPEQ 4928
Page 9
LIMITATIONS Recommendations given in this report are based on the information supplied by the client regarding the proposed building construction in conjunction with the findings of the investigation. Any change in construction type, building location or omission in the client supplied information, may require additional testing and/or make the recommendations invalid. The recommendations herein identify a target soil stratum into which the footings are to be founded. The target stratum has been located by the depth in mm of the target stratum's upper horizon boundary below the existing ground surface level at the time of the site investigation. Any cutting or filling works and any surface erosion or deposits subsequent to the site investigation, will alter the measured location of the stratum relative to the surface. Where required, the author should be notified in such cases to confirm the location of the target stratum. The description of the soil given in the Soil Profile section of this report is intended as a brief overview of the soil's primary constituents. For a detailed classification of the soil, the reader should refer to the Soil Profile Reports and/or Borehole Reports attached to this report. Every reasonable effort has been made to locate the test sites so that the borehole profiles are representative of the soil conditions within the area investigated. The client should be made aware however, that exploration is limited by time available and economic restraints. In some cases soil conditions can change dramatically over short distances, therefore, even careful exploration programs may not locate all the variations. If soil conditions different from those shown in this report are encountered or are inferred from other sources, then the author must be notified immediately. This report may not be reproduced except in full. The information and drawings provided with this report shall only be used and will only be applicable for the development shown on the client supplied information provided for this site. Any dimensions, contours, slope directions and magnitudes shown on the Test Locality Plan shall not be used for any building construction or costing calculations. The purpose of the plan is to show approximate location of field tests only. Any changes made to these recommendations by persons unauthorised by the author will legally be interpreted as that person assuming the responsibility for the long-term performance of the footing system. The recommendations contained in this report have not taken into consideration the long term effects of any previous, current or potential subsurface work by mining companies or potential slope instability problems. At the time of writing this report neither our client (nor his agent) nor the local authority had made the author aware that these problems may be affecting this allotment. If a mining subsidence or slope stability assessment is required for this allotment, the recommendations of a suitably qualified geotechnical engineer should be sought.
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Foundation Maintenance and Footing Performance: A Homeowner's Guide (i) CSIRO BIF 18 replaces Information Sheet 10/91 Buildings can and often do move. This movement can be up, down, lateral or rotational. The fundamental cause of movement in buildings can usually be related to one or more problems in the foundation soil. It is important for the homeowner to identi the soil type in order to ascertain the measures that should be put in place in order to ensure that problems in the foundation soil can be prevented, thus protecting against building movement. This Building Technology File is designed to identify causes of soil-related building movement, and to suggest methods of prevention of resultant cracking in buildings. Soil Types The types of soils usually present under the topsoil in land zoned for residential buildings can be split into two approximate groups — granular and clay. Quite often, foundation soil is a mixture of both types. The general problems associated with soils having granular content are usually caused by erosion. Clay soils are subject to saturation and swell/shrink problems. Classifications for a given area can generally be obtained by application to the local authority, but these are sometimes unreliable and if there is doubt, a geotechnical report should be commissioned. ‘As most buildings suffering movement problems are founded on clay soils, there is an emphasis on classification of soils according to the amount of sweil and shrinkage they experience with variations of water content. The table below is Table 2.1 from AS 2870, the Residential Slab and Footing Code. Causes of Movement Settlement due to construction There are two types of settlement that occur as a result of construction: * Immediate settlement occurs when a building is first placed on its foundation soil, as a result of compaction of the soil under the weight of the structure. The cohesive quality of clay soil mitigates against this, but granular (particularly sandy) soil is susceptible. * Consolidation settlement is a feature of clay soil and may take place because of the expulsion of moisture from the soil or because of the soil’s lack of resistance to local compressive or shear stresses. This will usually take place during the first few months after construction, but has been known to take many years in excuptlonal sen These problems are the province of the builder and should be taken into consideration as part of the preparation of the site for construc- tion. Building Technology File 19 (BTF 19) deals with these problems. Erosion All soils are prone to crosion, but sandy soil is particularly susceptible to being washed away. Even clay with a sand component of say 10% or more can suffer from erosion. Saturation This is particularly a problem in clay soils. Saturation creates a bog- like suspension of the soil that causes it to lose virtually all of its bearing capacity. To a lesser degree, sand is affected by saturation because saturated sand may undergo a reduction in volume — particularly imported sand fill for bedding and blinding layers. However, this usually occurs as immediate settlement and should normally be the province of the builder. Seasonal swelling and shrinkage of soil All clays react to the presence of water by slowly absorbing it, making the soil increase in volume (see table below). The degree of increase varies considerably between different clays, as does the degree of decrease during the subsequent drying out caused by fair weather periods. Because of the low absorption and expulsion rate, this phenomenon will not usually be noticeable unless there are prolonged rainy or dry periods, usually of weeks or months, depending on the land and soil characteristics. The swelling of soil creates an upward force on the footings of the building, and shrinkage creates subsidence that takes away the support needed by the footing to retain equilibrium. Shear failure This phenomenon occurs when the foundation soil does not have sufficient strength to support the weight of the footing. There are ewo major post-construction causes: * Significant load increase. * Reduction of lateral support of the soil under the footing due to crosion or excavation. * In clay soil, shear failure can be caused by saturation of the soil adjacent to or under the footing. GENERAL DEFINITIONS OF SITE CLASSES Class Foundation A Most sand and rock sites with little or no ground movement from moisture changes s Slightly reactive clay sites with only slight ground movement from moisture changes M Moderately reactive clay or silt sites, which can experience moderate ground movement from moisture changes H Highly reactive clay sites, which can experience high ground movement from moisture changes E Extremely reactive sites, which can experience extreme ground movement from moisture changes AtoP Filled sites Pp Sites which include soft soils, such as soft clay or silt or loose sands; landslip; mine subsidence; collapsing soils; soils subject to erosion; reactive sites subject to abnormal moisture conditions or sites which cannot be classified otherwise
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Tree root growth ‘Trees and shrubs that are allowed to grow in the vicinity of footings can cause foundation soil movement in two ways: * Roots that grow under footings may increase in cross-sectional size, exerting upward pressure on footings. * Roots in the vicinity of footings will absorb much of the moisture in the foundation soil, causing shrinkage or subsidence. | Unevenness of Movement The types of ground movement described above usually occur unevenly throughout the building's foundation soil. Settlement due to construction tends to be uneven because of: * Differing compaction of foundation soil prior to construction. * Differing moisture content of foundation soil prior to construction. Movement due to non-construction causes is usually more uneven still. Erosion can undermine a footing that traverses the flow or can create the conditions for shear failure by eroding soil adjacent to a footing that runs in the same direction as the flow. Saturation of clay foundation soil may occur where subfloor walls create a dam that makes water pond. It can also occur wherever there is a source of water near footings in clay soil. This leads to a severe reduction in the strength of the soil which may create local shear failure. Seasonal swelling and shrinkage of clay soil affects the perimeter of the building first, then gradually spreads to the interior. The swelling process will usually begin at the uphill extreme of the building, or on the weather side where the land is flat. Swelling gradually reaches the interior soil as absorption continues. Shrinkage usually begins where the sun’s heat is greatest. _Effects of Uneven Soil Movement on Structures Erosion and saturation Erosion removes the support from under footings, tending to create subsidence of the part of the structure under which it occurs. Brickwork walls will resist the stress created by this removal of support by bridging the gap or cantilevering until the bricks or the mortar bedding fail. Older masonry has little resistance. Evidence of failure varies according to circumstances and symptoms may include: * Step cracking in the mortar beds in the body of the wall or above/below openings such as doors or windows. * Vertical cracking in the bricks (usually but not necessarily in line with the vertical beds or perpends). Isolated piers affected by erosion or saturation of foundations will eventually lose contact with the bearers they support and may tilt or fall over. The floors that have lost this support will become bouncy, sometimes rattling ornaments etc. Seasonal swelling/shrinkage in clay Swelling foundation soil due to rainy periods first lifts the most exposed extremities of the footing system, then the remainder of the perimeter footings while gradually permeating inside the building footprint to lift internal footings. This swelling first tends to create a dish effect, because the external footings are pushed higher than the internal ones, The first noticeable symptom may be that the floor appears slightly dished. This is often accompanied by some doors binding on the floor or the door head, together with some cracking of cornice mitres. In buildings with timber flooring supported by bearers and joists, the floor can be bouncy. Externally there may be visible dishing of the hip or ridge lines. As the moisture absorption process completes its journey to the innermost areas of the building, the internal footings will rise. If the spread of moisture is roughly even, it may be that the symptoms will temporarily disappear, but it is more likely that swelling will be uneven, creating a difference rather than a disappearance in symptoms. In buildings with timber flooring supported by bearers and joists, the isolated piers will rise more easily than the strip footings or piers under walls, creating noticeable doming of flooring. Seer ee Sd (eu) mS ROLL Wall cracking due to uneven footing settlement As the weather pattern changes and the soil begins to dry out, the external footings will be first affected, beginning with the locations where the sun’s effect is strongest. This has the effect of lowering the external footings. The doming is accentuated and cracking reduces or disappears where it occurred because of dishing, but other cracks open up. The roof lines may become convex. Doming and dishing are also affected by weather in other ways. In areas where warm, wet summers and cooler dry winters prevail, water migration tends to be toward the interior and doming will be accentuated, whereas where summers are dry and winters are cold and wet, migration tends to be toward the exterior and the underlying propensity is toward dishing. Movement caused by tree roots In general, growing roots will exert an upward pressure on footings, whereas soil subject to drying because of tree or shrub roots will tend to remove support from under footings by inducing shrinkage. Complications caused by the structure itself Most forces that the soil causes to be exerted on structures are vertical — i.e. either up or down. However, because these forces are seldom spread evenly around the footings, and because the building resists uneven movement because of its rigidity, forces are exerted from one part of the building to another. The net result of all these forces is usually rotational. This resultant force often complicates the diagnosis because the visible symptoms do not simply reflect the original cause. A common symptom is binding of doors on the vertical member of the frame. Effects on full masonry structures Brickwork will resist cracking where it can. It will attempt to span areas that lose support because of subsided foundations or raised points. It is therefore usual to see cracking at weak points, such as openings for windows or doors. In the event of construction settlement, cracking will usually remain unchanged after the process of settlement has ceased. With local shear or erosion, cracking will usually continue to develop until the original cause has been remedied, or until the subsidence has completely neutralised the affected portion of footing and the structure has stabilised on other footings that remain effective. In the case of swell/shrink effects, the brickwork will in some cases return to its original position after completion of a cycle, however it is more likely that the rotational effect will not be exactly reversed, and it is also usual that brickwork will settle in its new position and will resist the forces trying to return it to its original position. This means that in a case where swelling takes place after construction and cracking occurs, the cracking is likely to at least partly remain after the shrink segment of the cycle is complete. Thus, each time the cycle is repeated, the likelihood is that the cracking will become wider until the sections of brickwork become virtually independent. With repeated cycles, once the cracking is established, if there is no other complication, it is normal for the incidence of cracking to stabilise, as the building has the articulation it needs to cope with the problem. This is by no means always the case, however, and monitoring of cracks in walls and floors should always be treated seriously. Upheaval caused by growth of tree roots under footings is not a simple vertical shear stress. There is a tendency for the root to also exert lateral forces that attempt to separate sections of brickwork after initial cracking has occurred.
Page 12
The normal structural arrangement is that the inner leaf of brick- work in the external walls and at least some of the internal walls (depending on the roof type) comprise the load-bearing structure on which any upper floors, ceilings and the roof are supported. In these cases, it is internally visible cracking that should be the main focus of attention, however there are a few examples of dwellings whose external leaf of masonry plays some supporting role, so this should be checked if there is any doubr. In any case, externally visible cracking is important as a guide to stresses on the structure generally, and it should also be remembered that the external walls must be capable of supporting themselves. Effects on framed structures Timber or steel framed buildings are less likely to exhibit cracking due to swell/shrink than masonry buildings because of their flexibility. Also, the doming/dishing effects tend to be lower because of the lighter weight of walls. The main risks to framed buildings are encountered because of the isolated pier footings used under walls. Where erosion or saturation cause a footing to fall away, this can double the span which a wall must bridge. This additional stress can create cracking in wall linings, particularly where there is a weak point in the structure caused by a door or window opening. It is, however, unlikely that framed structures will be so stressed as to suffer serious damage without first exhibiting some or all of the above symptoms for a considerable period. The same warning period should apply in the case of upheaval. It should be noted, however, that where framed buildings are supported by strip footings there is only one leaf of brickwork and therefore the externally visible walls are the supporting structure for the building. In this case, the subfloor masonry walls can be expected to behave as full brickwork walls. Effects on brick veneer structures Because the load-bearing structure of a brick veneer building is the frame that makes up the interior leaf of the external walls plus perhaps the internal walls, depending on the type of roof, the building can be expected to behave as a framed structure, except that the external masonry will behave in a similar way to the external leaf of a full masonry structure. Water Service and Drainage Where a water service pipe, a sewer or stormwater drainage pipe is in the vicinity of a building, a water leak can cause erosion, swelling or saturation of susceptible soil. Even a minuscule leak can be enough to saturate a clay foundation. A leaking tap near a building can have the same effect. In addition, trenches containing pipes can become watercourses even though backfilled, particularly where broken rubble is used as fill. Water that runs along these trenches can be responsible for serious erosion, interstrata seepage into subfloor areas and saturation, Pipe leakage and trench water flows also encourage tree and shrub roots to the source of water, complicating and exacerbating the problem. Poor roof plumbing can result in large volumes of rainwater being concentrated in a small area of soil: * Incorrect falls in roof guttering may result in overflows, as may gutters blocked with leaves etc, * Corroded guttering or downpipes can spill water to ground. * Downpipes not positively connected to a proper stormwater collection system will direct a concentration of water to soil that is directly adjacent to footings, sometimes causing large-scale problems such as erosion, saturation and migration of water under the building. Seriousness of Cracking In general, most cracking found in masonry walls is a cosmetic nuisance only and can be kept in repair or even ignored. The table below is a reproduction of Table C1 of AS 2870. AS 2870 also publishes figures relating to cracking in concrete floors, however because wall cracking will usually reach the critical point significantly earlier than cracking in slabs, this table is not reproduced here. | Prevention/Cure Plumbing Where building movement is caused by water service, roof plumbing, sewer or stormwater failure, the remedy is to repair the problem. It is prudent, however, to consider also rerouting pipes away from the building where possible, and relocating taps to positions where any leakage will not direct water to the building vicinity. Even where gully traps are present, there is sometimes sufficient spill to create erosion or saturation, particularly in modern installations using smaller diameter PVC fixtures. Indeed, some gully traps are not situated directly under the taps that are installed to charge them, with the result that water from the tap may enter the backfilled trench that houses the sewer piping. If the trench has been poorly backfilled, the water will either pond or flow along the bottom of the trench. As these trenches usually run alongside the footings and can be ata similar depth, it is not hard to see how any water that is thus directed into a trench can easily affect the foundation's ability to support footings or even gain entry to the subfloor area. Ground drainage In all soils there is the capacity for water to travel on the surface and below it. Surface water flows can be established by inspection during and after heavy or prolonged rain. If necessary, a grated drain system connected to the stormwater collection system is usually an easy solution. It is, however, sometimes necessary when attempting to prevent water migration that testing be carried out to establish watertable height and subsoil water flows. This subject is referred to in BTF 19 and may properly be regarded as an area for an expert consultant. Protection of the building perimeter Ic is essential to remember that the soil that affects footings extends well beyond the actual building line. Watering of garden plants, shrubs and trees causes some of the most serious water problems. For this reason, particularly where problems exist or are likely to occur, it is recommended that an apron of paving be installed around as much of the building perimeter as necessary. This paving CLASSIFICATION OF DAMAGE WITH REFERENCE TO WALLS Description of typical damage and required repair Approximate crack width Damage limit (see Note 3) category Hairline cracks <0.1 mm 0 Fine cracks which do not need repair <l mm 1 Cracks noticeable but easily filled. Doors and windows stick slightly <S mm 2 Cracks can be repaired and possibly a small amount of wall will need 5-15 mm (or a number of cracks 3. to be replaced. Doors and windows stick. Service pipes can fracture. 3 mm or more in one group) ‘Weathertightness often impaired Extensive repair work involving breaking-out and replacing sections of walls, 15-25 mm but also depend 4 especially over doors and windows. Window and door frames distort. Walls lean on number of cracks or bulge noticeably, some loss of bearing in beams. Service pipes disrupted
Page 13
Clump of trees;
height selected
for distance
from house
é aoe of Ln ays SAcapace i
meyer TTT
| ee Patio.
{UHH
—_ Drained
Carport pathway
Path—@
Garden bed
: | covered with
Driveway Lyn i alley
Ut sine eene arerr
should extend outwards a minimum of 900 mm (more in highly
reactive soil) and should have a minimum fall away from the
building of 1:60. The finished paving should be no less than 100
mm below brick yent bases.
Ic is prudent to relocate drainage pipes away from this paving, if
possible, to avoid complications from future leakage. If this is noc
practical, earthenware pipes should be replaced by PVC and
backfilling should be of the same soil type as the surrounding soil
and compacted to the same density.
Except in areas where freezing of water is an issue, it is wise to
remove taps in the building area and relocate them well away from
the building — preferably not uphill from it (see BTF 19).
It may be desirable to install a grated drain at the outside edge of the
paving on the uphill side of the building. If subsoil drainage is
needed this can be installed under the surface drain.
Condensation
In buildings with a subfloor void such as where bearers and joists
support flooring, insufficient ventilation creates ideal conditions for
condensation, particularly where there is little clearance between the
floor and the ground. Condensation adds to the moisture already
present in the subfloor and significantly slows the process of drying,
out. Installation of an adequate subfloor ventilation system, either
natural or mechanical, is desirable.
Warning: Although this Building Technology File deals with
cracking in buildings, it should be said that subfloor moisture can
result in the development of other problems, notably:
+ Water that is transmitted into masonry, metal or timber building
elements causes damage and/or decay to those elements.
¢ High subfloor humidity and moisture content create an ideal
environment for various pests, including termites and spiders.
* Where high moisture levels are wansmitted to the flooring and
walls, an increase in the dust mite count can ensue within the
living areas. Dust mites, as well as dampness in general, can be 2
health hazard to inhabitants, particularly those who are
abnormally susceptible to respiratory ailments.
The arden
The ideal vegetation layout is to have lawn or plants that require
only light watering immediately adjacent to the drainage or paving
edge, then more demanding plants, shrubs and trees spread out in
that order.
Overwatering due to misuse of automatic watering systems is a
common cause of saturation and water migration under footings. If
ir is necessary to use these systems, it is important to remove garden
beds to a completely safe distance from buildings.
Existing trees
Where a tree is causing a problem of soil drying or there is the
existence or threat of upheaval of footings, if the offending roots are
subsidiary and their removal will not significantly damage the tree,
they should be severed and a concrete or metal barrier placed
vertically in the soil to prevent future root growth in the direction of
the building. If it is not possible to remove the relevant roots
without damage to the tree, an application to remove the tree should
be made to the local authority. A prudent plan is to wansplant likely
offenders before they become a problem.
Information on trees, plants and shrubs
State departments overseeing agriculture can give information
regarding root patterns, volume of water needed and safe distance
from buildings of most species. Botanic gardens are also sources of
information, For information on plant roots and drains, see Building
Technology File 17.
Excavation
Excavation around footings must be properly engineered. Soil
supporting footings can only be safely excavated at an angle that
allows the soil under the footing to remain stable. This angle is
called the angle of repose (or friction) and varies significantly
between soil types and conditions. Remoyal of soil within the angle
of repose will cause subsidence.
_Remediation
Where erosion has occurred that has washed away soil adjacent to
footings, soil of the same classification should be introduced and
compacted to the same density. Where footings have been
undermined, augmentation or other specialist work may be required.
Remediation of footings and foundations is generally the realm of a
specialist consultant.
Where isolated footings rise and fall because of swell/shrink effect,
the homeowner may be tempted to alleviate floor bounce by filling
the gap that has appeared between the bearer and the pier with
blocking. The danger here is that when the next swell segment of the
cycle occurs, the extra blocking will push the floor up into an
accentuated dome and may also cause local shear failure in the soil.
Ifit is necessary to use blocking, it should be by a pair of fine
wedges and monitoring should be carried out fortnightly.
This BTF was prepared by John Lewer FAIB, MIAMA, Partner,
Construction Diagnosis.
The information in this and other issues in the series was derived from various sources and was believed to be correct when published.
The information is advisory. It is provided in good faith and not claimed to be an exhaustive treatment of the relevant subject.
Further professional advice needs to be obtained before taking any action based on the information provided.
Distributed by
CSIRO PUBLISHING PO Box 1139, Collingwood 3066, Australia
Freecall 1800 645 051
Tel (03) 9662 7666 Fax (03) 9662 7555 www.publish.csiro.au
Email: [email protected]
© CSIRO 2003. Unauthorised copying of this Building Technology file is prohibited
Page 14
SITE PHOTOGRAPHS
Photo 1
Photo 2
[OCR of page images]
SITE PHOTOGRAPHS
Page 15
Lindsay Consulting Pty Ltd
Off. 2C/82 Parker street, Maroochydore
No. 27 ADAMS STREET,
CLIENT PAUL CLOUT DESIGN SITE LOCATION
SUNSHINE BEACH
REFERENCE 220873
BORELOG 1 BORELOG 2 PENETROMETERS
Depth Depth
below below
Group Group
ground Soil Description ground Soil Description PN1 PN2 PN3 PN4 PN5
Symbol Symbol
level level
(mm) (mm)
0 SM Silty SAND, fine to medium, grey, low 0 SM Silty SAND, fine to medium, grey, low - -
plasticity fines, moist, loose plasticity fines, moist, loose
100 100 1 0.5
200 200 SP SAND, fine to medium, pale grey, moist, 1 0.5
SAND, fine to medium, pale grey, moist, loose
300 SP loose 300 0.5 1
400 400 0.5 2
500 500 1 1
600 600 1 1
700 700 0.5 0.5
800 800 0.5 0.5
900 900 2 1
1000 1000 1 1
1100 1100 2 2
SAND, fine to medium, pale grey, moist,
1400 SP 1400 2 1
medium dense SAND, fine to medium, pale grey, moist,
1600 1600 SP medium dense 4 4
2000 2000
2500 Hole Terminated 2500 Hole Terminated
COMMENTS
AUTHORISED SIGNATORY
Page 16
LINDSAY CONSULTING PTY
U
O
C
Y
A
S
D
IN
L D
L
Y
T
P
G
IN
LTD
[OCR of page images]
LINDSAY CONSULTING (7;
fvjl Engineers)
LTA ED 4928
OFF. 20/82 PARKER MTREET, MAROQGAYDORE PH 5h 792 118
CLIENT AND PROJECT DESCRIPTION
PAUL CLOUT DESIGN
PROPOSED RESIDENCE
NO.27 ADAMS STREET
SUNSHINE BEACH
SCALES
REVISION LIST.
>
ORIGINAL ISSUE
08/07/22
SURVEY DATUM
THIS DRAWING REMAINS HE PROPERTY OF
LINDSAY CONSULTING PTY LTD AND IS FOR
THE SOLE USE OF THE CLIENT. NO PART
MAY BE USED IN PART OR WHOLE WITHOUT
PRIOR EXPRESS WRITTEN CONSENT OF
LINDSAY CONSULTING PTY LTD
DRAWING TITLE
SITE PLAN
ASSOCIATED CONSULTANTS
[Computer File
220873SP.DWG
DRAWING NUMBER
22-0873-S1
SHEET] REV.
16765
22or
|, 200 |.
Page 17
BUILDERS NOTES
FOUNDATION AND STRUCTURAL PLANS 1. These drawings shall be read in conjunction with the architectural & any other consultant drawings.
Any variations/descrepancies shall be referred immediately to the engineer.
2. The builder shall verify all set-out dimensions and levels prior to construction.
3. The builder shall be responsible for the maintainance of safe working conditions.
4. All workmanship and materials shall be in accordance with the relevant standards and the BCA.
5. Subterranean termite protection shall be in accodance with AS3660-Part and the BCA.
LINDSAY CONSULTING PTY
LINDSAY CONSULTING PTY LTD
SITE CLASSIFICATION - P
LTD
6. Non-structural items such as damp proof coursing, flashing and weep holes are not shown for clarity.
Refer to the architectural details as required.
RPEQ 4928
CONSTRUCTION NOTES
MASONRY VENEER
OFF. 2C/82 PARKER STREET, MAROOCHYDORE PH 54 792 118
1. All workmanship and materials shall be in accordance with the requirements of the relevant current THIS DRAWING REMAINS THE PROPERTY OF
Australian Standard Codes, Building By-Laws and the ordinances of the relevant Local Authority. LINDSAY CONSULTING PTY LTD AND IS FOR
THE SOLE USE OF THE CLIENT. NO PART
2. i) Concrete Class - Minimum 20 MPa at 28 days MAY BE USED IN PART OR WHOLE WITHOUT
Slab on ground PRIOR EXPRESS WRITTEN CONSENT OF
- 20 nominal maximum aggregate size
LINDSAY CONSULTING PTY LTD
EXISTING SITE CONDITIONS Y N ii) Concrete Class
- 100 maximum slump +/-10mm
- Minimum 32 MPa at 28 days for internal slabs
CLIENT AND PROJECT DESCRIPTION
Suspended slab - Minimum 40 MPa at 28 days for external slabs PAUL CLOUT DESIGN
TREES PRESENT √ - 20 nominal maximum aggregate size
- 100 maximum slump +/-10mm
PROPOSED RESIDENCE
NO. 27 ADAMS STREET
3. Minimum Cover - 25 to upper face of internal slabs -0 +5mm
SUNSHINE BEACH
FILL PRESENT √ to Reinforcement - 45 for external exposure
- 30 to a membrane in contact with the ground
SITE CONTOURS PROVIDED
- 40 to unprotected ground
√ 4. Minimum Laps and Splices for Reinforcement
DRAWING TITLE
(a) Slab Fabric - 225 minimum overlap of transverse bars at all edges
COVER PAGE
AS-CONST SERVICES PROVIDED √
(b) Trench Mesh
(c) Reinforcing Bars
- 500 splices in all footing beams
- Laps at intersections as per the Design Drawings
- 500 splices in all footing beams
- Provide "L" bars at all beam intersections with 500 laps to each leg
5. Fireplaces shall be supported on slab thickening extending 300 past the edges of the masonry, and SCALES
reinforced with SL72 mesh top and bottom. Slab thickening shall be 150 thick for single storey construction
and 200 thick for two storey construction.
SOIL CLASSIFICATION AS PER LINDSAY CONSULTING P/L
Shrinkage Control
6. Reinforcing mesh shall be no less than SL82 for slabs over 18m (no steps) in length.
REPORT 220873. 7. Where the floor slab is to be tiled, the following recommendations are made, in order to
minimise the effect of shrinkage:-
- SL92 slab mesh (or equivalent) should be provided
- Placement of tiles should be delayed for as long as possible (preferably for at least 3 months)
EARTHWORKS NOTES:
FOUNDATION REQUIREMENTS FOR MODERATELY, HIGHLY & EXTREMELY REACTIVE SITES. SURVEY DATUM
Where any filling is carried out on the site after the completion of the site investigation, the
For stiffened rafts, waffle rafts and strip footings on moderately, highly and extremely reactive sites, the following requirements
following recommendation shall be followed:-
apply to the building services and footing system in addition to requirements of clause 6.4 & 6.5:
8. The site shall be stripped of all vegetation prior to the placement of any filling material.
.
A. Penetrations of the edge beam and footing by drain pipes shall be sleeved using closed cell polyethylene lagging or similar.
9. Compaction Standards for filling Material
B. During construction, water run-off shall be collected and chanelled away from the building.
A. Controlled Filling ASSOCIATED CONSULTANTS
C. Excavations near the edge of the footing system shall e backfilled in such a way as to prevent access of water to the (a) Sand filling up to 800 deep, placed in maximum 300 thick layers and compacted with a vibrating
foundations as described in clause 5.6.3b. roller to achieve a minimum Dynamic Cone Penetrometer reading of 7 blows per 300 penetration
Notes: (refer AS 1289.F3.3). Sand fill may be flooded if necessary to achieve this compaction standard,
1. For example, excavations should be backfilled above or adjacent to the footing with moist clay compacted by hand rodding provided the water can subsequently be drained from the site.
or tamping. (b) Non-sand filling up to 400 deep, placed in maximum 150 thick layers and compacted with a
2. Porous material such as sand, gravel or building rubble should not be used.
mechanical roller. Clay fill shall be moist during compaction.
D. Water shall not be allowed to pond in the trenches. (c) Controlled filling shall continue for at least 1 metre past the edge of the footing beam and shall
E. Concrete in beams shall be mechanically vibrated. be battered back to the original surface with a slope of no more than 1:2 (Vert : Hor).
(d) Where the depth of filling material exceeds that specified above, the filling material shall be
AS2870-2011 Appendix B2.3
compacted as follows:-
Sand fill to 65% Density Index in accordance with AS1289.E6.1
(A) Drainage o the site: The site should be graded or drained so that water cannot pond against or near the building. The ground
Non-sand fill to 95% Maximum Dry Density (Standard Compaction) in accordance with 5.4.1
immediately adjacent to the building should be graded to a uniform fall of 50mm min away from building over the first metre. The
Compaction tests shall be carried out on each layer as the filling is placed. If the compaction standard
sub-floor space for buildings with suspended floors should be graded or drained to prevent ponding where this may affect the
specified is not achieved, then a "Pier and Slab" and "Pier and Beam" footing design shall be adopted with
performance of the footing system. The site drainage recommendations should be maintained for the economic life of the building.
all piers founded on the underlying natural material.
(B) Limitations on gardens: The development of the gardens should not interfere with the drainage requirements or the sub floor REVISION LIST
B. Rolled Filling A BUILDER REVIEW - NOT FOR CONSTRUCTION 19/08/22
ventilation and weephole drainage systems. Garden beds adjacent to the building should be avoided. Care should be taken to avoid
(a) Sand Filling up to 600 deep, placed in maximum 300 thick layers and compacted by repeated
overwatering of gardens close to the buildings footings. rolling with an excavator.
(C) Restrictions on trees and shrubs: Planting of trees should be avoided bear the foundation of the building or neighbouring building (b) Non-sand filing up to 300 deep, placed in maximum 150 thick layers and compacted by repeated
on reactive sites as the can cause damage due to the drying of the clay at substantial distances. To reduce, but not eliminate, the rolling with an excavator.
the possibility of damage, tree planting should be restricted to a distance from the house as follows. (c) Where the depth of filling material exceeds that specified above, the filling material shall be
compacted as follows:-
(i) 1 and a half times the mature height for class E sites.
Sand fill to 65% Density Index in accordance with AS1289.E6.1
(ii) 1 times the mature height for class H1 and H2 sites.
Non-sand fill to 95% Maximum Dry Density (Standard Compaction) in accordance with 5.4.1
(iii) 0.75 times the mature height for class M sites.
Compaction tests shall be carried out on each layer as the filling is placed. If the compaction standard Computer File
Where rows or groups of trees are involved, the distance from the building should be increased. Removal of trees from the site can 220873FD.DWG
specified is not achieved, then a "Pier and Slab" and "Pier and Beam" footing design shall be adopted with DRAWING NUMBER SHEET REV.
also cause similar problems. Alternatively, root barrier shall be installed as per manufacturers specifications.
all piers founded on the natural underlying material. 22-0873-F1 1 A
Page 18
Provide 4-N12 top & Builder to provide details
Builder required to adopt shoring measures
33°00'00" due to proximity to neighbouring structures
bottom footing dowels
tied to cage
surrounding neighbouring pool
to confirm retaining wall design
26
.62 RTW5 35.225 RTW5 and loose sand conditions RTW5 RTW6
28.57 29.04 LINDSAY CONSULTING PTY
LINDSAY CONSULTING PTY LTD
27
29
LTD
29.28
26.
.17
.7
Turfed area
27
0
71
RPEQ 4928
RTW2 EB1 EB1
.5
OFF. 2C/82 PARKER STREET, MAROOCHYDORE PH 54 792 118
28.72
28.80 EB1 THIS DRAWING REMAINS THE PROPERTY OF
LINDSAY CONSULTING PTY LTD AND IS FOR
28.25 THE SOLE USE OF THE CLIENT. NO PART
3-L11TM (2000mm long)
Re-entrant steel
29.55 MAY BE USED IN PART OR WHOLE WITHOUT
PRIOR EXPRESS WRITTEN CONSENT OF
Turfed area LINDSAY CONSULTING PTY LTD
DRIVEWAY DESIGN 27 28 41 29.19 CLIENT AND PROJECT DESCRIPTION
26.75 .6
BY OTHERS 3 29.00 PAUL CLOUT DESIGN
EB1
RTW1
Lift shaft setdown 150mm MIN. FFL 28.70
EB2
27.81 Sump details TBC. PROPOSED RESIDENCE
NO. 27 ADAMS STREET
SUNSHINE BEACH
29.40
29.35
RTW1 28.22
303°00'00"
27.47
W3
DRAWING TITLE
IB1 RTW2 EB1 EB1
RT
RTW7 FOUNDATION PLAN
26.49
Gatehouse
RTW1
by others
28 90 Concreted pool surround as per
149
18 °30'0
builders/concretors specifications
200
SCALES
.6 58 0"
RTW1 IB1
itio truc res
28.08
28.58 0 1 2 3 4m
es
0.6m deep
RTW2
ond g s asu
27.59
tur
DEB1
Daybed Daybed
FFL 26.00 Spa
27
Orig. 1:100
d c urin me
1.0m deep
PAD 25.70
.5
RTW1
28.65
san bo ing
26.82
ns
FFL 28.65 28.96
se neigh shor
5732
SURVEY DATUM
25.95
pt
.
0.3m deep
0.6m deep
0.9m deep
and imity o ado
IB1 1.2m 1.4m
W 4
deep deep
28.09
RT
ASSOCIATED CONSULTANTS
o
t
DEB1
DEB1 27.78
t
rox ed
27
RTW2
27. 6310
.5
to p equir
loo
28.29
6
99
due r r
27.34
ilde
28.56
25 26.61
213°00'00" 27.98 28.25RTW4
Bu
.79 RTW4
Retaining wall/fence construction TBC by builder
26.900 Builder required to adopt shoring measures
25.50
due to proximity to neighbouring structures
and loose sand conditions
25.29
REVISION LIST
FOUNDATION PLAN
A BUILDER REVIEW - NOT FOR CONSTRUCTION 19/08/22
LEGEND SCALE 1:100
Indicates 120kN SWL screw pile
100 mm SLAB SL82 TOP FABRIC
Indicates 150kN SWL screw pile
Computer File
Indicates 200kN SWL screw pile 150 mm SLAB WITH SL82 TOP AND BOTTOM FABRIC 220873FD.DWG
DRAWING NUMBER SHEET REV.
22-0873-F2 2 A
Page 19
1000 mm max.
N16 starter bars to match Internal load - bearing wall
wall reinforcement. FABRIC
Blockwork
800mm min. laps.
LINDSAY CONSULTING PTY
LINDSAY CONSULTING PTY LTD
LTD
FABRIC Compacted sand fill OFF. 2C/82 PARKER STREET, MAROOCHYDORE
RPEQ 4928
PH 54 792 118
THIS DRAWING REMAINS THE PROPERTY OF
100 LINDSAY CONSULTING PTY LTD AND IS FOR
THE SOLE USE OF THE CLIENT. NO PART
D
MAY BE USED IN PART OR WHOLE WITHOUT
FD
BCA
PRIOR EXPRESS WRITTEN CONSENT OF
1 on 20 fall LINDSAY CONSULTING PTY LTD
FSL 300
Compacted sand fill CLIENT AND PROJECT DESCRIPTION
Starters
450 PAUL CLOUT DESIGN
D
1-N16 through top of 4-L12TM
STARTERS screw pile 500mm long PROPOSED RESIDENCE
FD
fabricated cage
tied to reinforcement. NO. 27 ADAMS STREET
SUNSHINE BEACH
Screw Piles
1-N16 through top of Rating as per sheet F2
screw pile 500mm long
4-L12TM tied to reinforcement.
450 DRAWING TITLE
fabricated cage
FOUNDATION DETAILS
Screw Piles FOUNDATION SPECIFICATIONS
Rating as per sheet F2
FABRIC SL82 TYPICAL INTERNAL BEAM - IB1
SCALES
STARTERS R10 LIGS @ 600 CRS Not to scale
D (DEPTH) 700mm MIN
FD (FOOTING DEPTH) 500mm MIN
BLOCK EXTERNAL EDGE BEAM - EB1
Not to scale
SURVEY DATUM
.
FABRIC
ASSOCIATED CONSULTANTS
100
BCA
Compacted
300 MIN
1 on 20 fall
FSL sand fill
3-L11 TM 350
EXTERNAL EDGE BEAM - EB2
Not to scale REVISION LIST
A BUILDER REVIEW - NOT FOR CONSTRUCTION 19/08/22
Computer File
220873FD.DWG
DRAWING NUMBER SHEET REV.
22-0873-F3 3 A
Page 20
Core-filled blockwork.
TOP FABRIC
1-N16 through top of
screw pile 500mm long
Provide N16 starter bars to FOUNDATION SPECIFICATIONS
match wall reinforcement.
tied to reinforcement. BOTTOM FABRIC 800mm min. laps. FABRIC SL82
400 STARTERS R10 LIGS @ 600 CRS LINDSAY CONSULTING PTY
LINDSAY CONSULTING PTY LTD
LTD
400 lap 150
175
100 D (DEPTH) 700mm MIN RPEQ 4928
OFF. 2C/82 PARKER STREET, MAROOCHYDORE PH 54 792 118
500 FD (FOOTING DEPTH) 500mm MIN THIS DRAWING REMAINS THE PROPERTY OF
4-N12 starter bars to internal beam 1600 LINDSAY CONSULTING PTY LTD AND IS FOR
Internal Beam THE SOLE USE OF THE CLIENT. NO PART
max. MAY BE USED IN PART OR WHOLE WITHOUT
PRIOR EXPRESS WRITTEN CONSENT OF
LINDSAY CONSULTING PTY LTD
N12 bar at 400 centres
Screw Piles
each way with 450 lap CLIENT AND PROJECT DESCRIPTION
(120 kN SWL MIN) Rolled
sand fill SL PAUL CLOUT DESIGN
800 SQ.
PROPOSED RESIDENCE
* DENOTES MINIMUM DEPTH BELOW NO. 27 ADAMS STREET
SITE LEVEL (SL) FOLLOWING 600 * 700
min. SUNSHINE BEACH
STRIPPING OF ALL VEGETATION.
450 DRAWING TITLE
1-N16 through top of
4-L12TM fabricated cage screw pile 500mm long FOUNDATION DETAILS
2000 mm centres each way tied to reinforcement.
Screw Piles
Rating as per sheet F2
SCALES
DEEPENED EXTERNAL EDGE BEAM - DEB1
Not to scale
RETAINING WALL
H D B V
600 350 500 N12 at 400
N16 bar in top SURVEY DATUM
800 350 700 N12 at 400 course only
1000 450 800 N12 at 400 TURFED AREA .
1200 500 800 N12 at 400
1400 500 1000 N16 at 400 ASSOCIATED CONSULTANTS
N12 Horizontal bars
1600 600 1100 N16 at 400 at 400 CRS Compacted clay plug Free draining granular
1800 700 1300 N16 at 400 fill material
2000 800 1400 N20 at 400
H V bars with 55 cover
Lap bars MIN 600
Clean-out blocks Temporary Excavation slope
SL72 Fabric Suitable Waterproofing material
250 100 Ag drain to
D free draining outlet
if required by builder REVISION LIST
Concrete 55 cover A BUILDER REVIEW - NOT FOR CONSTRUCTION 19/08/22
footing 25 MPa V bars (starters)
N16 at 400
N12 at 400 N12 bars at 400 centres
350
B
RETAINING WALL DETAIL - RTW7
NOT TO SCALE
Computer File
220873FD.DWG
DRAWING NUMBER SHEET REV.
22-0873-F4 4 A
Page 21
LINDSAY CONSULTING PTY
LINDSAY CONSULTING PTY LTD
N12 starter bars @ 400 LTD
CRS with 450mm min. lap.
RPEQ 4928
OFF. 2C/82 PARKER STREET, MAROOCHYDORE PH 54 792 118
N12 starters at THIS DRAWING REMAINS THE PROPERTY OF
Suspended slab
800 mm MIN LAP 400 CRS with 450mm lap LINDSAY CONSULTING PTY LTD AND IS FOR
reinforcement as per plan 150 THE SOLE USE OF THE CLIENT. NO PART
MAY BE USED IN PART OR WHOLE WITHOUT
PRIOR EXPRESS WRITTEN CONSENT OF
5.0 kPa Surcharge LINDSAY CONSULTING PTY LTD
300
CLIENT AND PROJECT DESCRIPTION
PAUL CLOUT DESIGN
PROPOSED RESIDENCE
Compacted clay plug NO. 27 ADAMS STREET
600
600
Compacted clay plug SUNSHINE BEACH
N16 horizontal bars @ 400 CRS N16 horizontal bars @ 400 CRS
N16 vertical bars @ 400 CRS. N16 vertical bars @ 400 CRS. DRAWING TITLE
800mm min. lap. 800mm min. lap. FOUNDATION DETAILS
2800 mm MAX Wall to Floor Height
2800 mm MAX Wall to Floor Height
SCALES
Temporary Temporary
excavation excavation
slope slope
Free draining granular Free draining granular
fill material fill material
SURVEY DATUM
N16 starters @ 400 CRS. N16 starters @ 400 CRS.
800mm min. lap. 55 cover 800mm min. lap. 55 cover .
Suitable waterproofing
SL82 Fabric N12 starters @ 900 crs Suitable waterproofing material
material ASSOCIATED CONSULTANTS
SL82 Fabric N12 starters @ 900 crs
300
Pier - clean-out block 30
30
100
300
Pier - clean-out block
250
100
100Ø Agg. drain with
250
55 cover Granular backfill
N16 Longitudinal at 400 100Ø Agg. drain with
1-N16 through top of 55 cover Granular backfill
screw pile 500mm long
1400 tied to reinforcement.
N16 Longitudinal at 400
Screw Piles
Rating as per sheet F2 1400 REVISION LIST
A BUILDER REVIEW - NOT FOR CONSTRUCTION 19/08/22
Screw Piles
Rating as per sheet F2
PROPPED RETAINING WALL - RTW1
Not to scale
PROPPED RETAINING WALL - RTW2
Not to scale Computer File
220873FD.DWG
DRAWING NUMBER SHEET REV.
22-0873-F5 5 A
Page 22
LINDSAY CONSULTING PTY
LINDSAY CONSULTING PTY LTD
LTD
1200 MAX
RPEQ 4928
OFF. 2C/82 PARKER STREET, MAROOCHYDORE PH 54 792 118
THIS DRAWING REMAINS THE PROPERTY OF
LINDSAY CONSULTING PTY LTD AND IS FOR
THE SOLE USE OF THE CLIENT. NO PART
MAY BE USED IN PART OR WHOLE WITHOUT
1800 MAX
2000 mm MAX
PRIOR EXPRESS WRITTEN CONSENT OF
LINDSAY CONSULTING PTY LTD
CLIENT AND PROJECT DESCRIPTION
PAUL CLOUT DESIGN
Planter box as per PROPOSED RESIDENCE
builders specs. NO. 27 ADAMS STREET
SUNSHINE BEACH
N16 bars @ 400
800 mm MAX
CRS each way. Spoon drain 1:4 slope N16 bars @ 400
800mm min. laps. (Maximum) CRS each way.
800mm min. laps.
NGL DRAWING TITLE
LANDSCAPE RETAINING WALL
FALL NGL
SCALES
250
1200 MAX Retaining
600
Planter box as per Natural sand N16 starter bars @ 400 CRS
builders specs. backfill with 800 min. lap.
100
800 mm MAX
3-L11TM fabricated cage
Temporary Excavation slope
600
1500 mm MIN.
350
N16 starter bars @ 400 CRS N12 @ 300 crs
with 800 min. lap. longitudinal bars
Suitable Waterproofing material SURVEY DATUM
FALL
.
Concrete bored piers @ 4-N12 cage with R6 ligs @ 300 CRS.
2.0m MAX CRS 4-N12 starters lapping 450 mm min.
250
100 Ag drain to into footing. ASSOCIATED CONSULTANTS
free draining outlet
if required by builder
1000
100
N13 @ 300 CRS each Dia. 350
way centrally located
REAR BOUNDARY PLANTER BOX DETAIL - RTW3 PLANTER BOX ADJACENT POOL DETAIL - RTW4
Not to scale Not to scale
REVISION LIST
A BUILDER REVIEW - NOT FOR CONSTRUCTION 19/08/22
Computer File
220873FD.DWG
DRAWING NUMBER SHEET REV.
22-0873-F6 6 A
Page 23
LINDSAY CONSULTING PTY
LINDSAY CONSULTING PTY LTD
LTD
RPEQ 4928
OFF. 2C/82 PARKER STREET, MAROOCHYDORE PH 54 792 118
THIS DRAWING REMAINS THE PROPERTY OF
LINDSAY CONSULTING PTY LTD AND IS FOR
THE SOLE USE OF THE CLIENT. NO PART
MAY BE USED IN PART OR WHOLE WITHOUT
PRIOR EXPRESS WRITTEN CONSENT OF
LINDSAY CONSULTING PTY LTD
CLIENT AND PROJECT DESCRIPTION
PAUL CLOUT DESIGN
PROPOSED RESIDENCE
NO. 27 ADAMS STREET
N16 bars @ 400
CRS each way.
SUNSHINE BEACH
800mm min. laps.
3000 mm MAX
DRAWING TITLE
N12 bars @ 400
LANDSCAPE RETAINING WALL
2600 mm MAX
CRS each way.
500mm min. laps.
Spoon drain 1:4 slope
(Maximum)
SCALES
NGL
Spoon drain 1:4 slope
(Maximum)
1000 MAX Retaining
NGL
Natural sand
600 MAX Retaining
backfill
SURVEY DATUM
Natural sand
Temporary Excavation slope
backfill
.
Temporary Excavation slope
FGL FGL
ASSOCIATED CONSULTANTS
Suitable waterproofing Suitable waterproofing
material material
200
200
600
600
N12 starter bars @ 400 CRS N16 starter bars @ 400 CRS
with 500 min. lap. with 800 min. lap.
N12 @ 300 crs N12 @ 300 crs
longitudinal bars longitudinal bars
3-L11TM fabricated cage 3-L11TM fabricated cage
350 350
800 1200
LEFT HAND BOUNDARY FENCE DETAIL 1 - RTW5 LEFT HAND BOUNDARY FENCE DETAIL 2 - RTW6
Not to scale Not to scale
REVISION LIST
A BUILDER REVIEW - NOT FOR CONSTRUCTION 19/08/22
Computer File
220873FD.DWG
DRAWING NUMBER SHEET REV.
22-0873-F6a 6a A
Page 24
Step 200 Step 200
100
< 50
D LINDSAY CONSULTING PTY
LINDSAY CONSULTING PTY LTD
LTD
D OFF. 2C/82 PARKER STREET, MAROOCHYDORE
RPEQ 4928
PH 54 792 118
SLOPE 1 in 10 1.5D 100
THIS DRAWING REMAINS THE PROPERTY OF
LINDSAY CONSULTING PTY LTD AND IS FOR
Slab mesh THE SOLE USE OF THE CLIENT. NO PART
ALTERNATIVE STEP DETAIL A ALTERNATIVE STEP DETAIL B MAY BE USED IN PART OR WHOLE WITHOUT
PRIOR EXPRESS WRITTEN CONSENT OF
Not to Scale Not to Scale TYPICAL SLAB RECESS DETAIL (SUITABLE FOR RECESSES LESS THAN 50mm DEEP) LINDSAY CONSULTING PTY LTD
CLIENT AND PROJECT DESCRIPTION
Not to Scale PAUL CLOUT DESIGN
Step 200 PROPOSED RESIDENCE
NO. 27 ADAMS STREET
SUNSHINE BEACH
100 Slab mesh
D
DRAWING TITLE
50 to 200 REINFORCEMENT DETAILS
1.5D
ALTERNATIVE STEP DETAIL C SCALES
TYPICAL FOOTING BEAM STEPS (STEPS LESS THAN 200 mm) 400 400
125
Not to Scale
2 Layers slab mesh
TYPICAL SLAB RECESS DETAIL
(SUITABLE FOR RECESSES GREATER THAN 50 mm BUT LESS THAN 200 mm DEEP) SURVEY DATUM
Not to Scale .
40 cover 300
Lap ASSOCIATED CONSULTANTS
Footing step : 3-N12 Z Bars D
MAX. height - each face
2xD
Trench mesh or reinforcing
bars as specified Slab mesh
D Trench mesh or reinforcing bars 350
MAX.
as specified REVISION LIST
A BUILDER REVIEW - NOT FOR CONSTRUCTION 19/08/22
1.5 x D
100 500
450 min.
TYPICAL FOOTING BEAM STEP (STEP GREATER THAN 200 mm) TYPICAL SLAB STEP DETAIL
Not to Scale (SUITABLE FOR STEP LESS THAN 350 mm DEEP) Computer File
DRAWING NUMBER
220873FD.DWG
SHEET REV.
Not to Scale 22-0873-F7 7 A
Page 25
3 Y12 bars or extend 2D (eg. 1200) Trench mesh (refer
edge beam detail)
500 typical
LINDSAY CONSULTING PTY
LINDSAY CONSULTING PTY LTD
B2 mesh to far side LTD
of external footing beam mesh
RPEQ 4928
'1' '1'
OFF. 2C/82 PARKER STREET, MAROOCHYDORE
THIS DRAWING REMAINS THE PROPERTY OF
PH 54 792 118
D 1/Y12
Corner
LINDSAY CONSULTING PTY LTD AND IS FOR
THE SOLE USE OF THE CLIENT. NO PART
(eg. 600) MAY BE USED IN PART OR WHOLE WITHOUT
lap bar PRIOR EXPRESS WRITTEN CONSENT OF
LINDSAY CONSULTING PTY LTD
CLIENT AND PROJECT DESCRIPTION
Internal footing beam Corner Bars shall be provided
at all corners as per corner External Edge Beam PAUL CLOUT DESIGN
External Footing Beam bar lap detail. PROPOSED RESIDENCE
NO. 27 ADAMS STREET
SUNSHINE BEACH
TYPICAL FOOTING BEAM INTERSECTION DETAIL OUTSIDE CORNER LAP BAR DETAIL
Not to Scale TYPICAL OFFSET FOOTING DETAIL Not to Scale
Not to scale DRAWING TITLE
REINFORCEMENT DETAILS
Construction joint
3 Y12 bars top SCALES
where internal beam top steel
is provided
Slab mesh
FSL
1 : 20 fall
SL MIN. 75mm sand
Internal Footing Beam 100 surround.
MIN. SURVEY DATUM
External Footing beam Trench mesh (refer 1:60 MIN. .
100 internal footing beam)
max. 3 Y12 bars
Bottom ASSOCIATED CONSULTANTS
Approved pipe wrapping.
40 Cover 500 6 mm for S & M Sites
LAP 1 20 mm for H Sites
5 Minimum 50 clearance
300 min. or as required from all reinforcement
SECTION 1 - 1 by Local Authority
Not to Scale
TYPICAL FOOTING PENETRATION DETAIL
Not to Scale
REVISION LIST
A BUILDER REVIEW - NOT FOR CONSTRUCTION 19/08/22
Computer File
220873FD.DWG
DRAWING NUMBER SHEET REV.
22-0873-F8 8 A
Page 26
LINDSAY CONSULTING PTY
LINDSAY CONSULTING PTY LTD
LTD
RPEQ 4928
OFF. 2C/82 PARKER STREET, MAROOCHYDORE PH 54 792 118
BUILDER TO REFER TO THE APPROPRIATE DETAILS THIS DRAWING REMAINS THE PROPERTY OF
LINDSAY CONSULTING PTY LTD AND IS FOR
TO SUIT THE CUT/FILL PLATFORM. THE SOLE USE OF THE CLIENT. NO PART
MAY BE USED IN PART OR WHOLE WITHOUT
PRIOR EXPRESS WRITTEN CONSENT OF
LINDSAY CONSULTING PTY LTD
CLIENT AND PROJECT DESCRIPTION
External edge
PAUL CLOUT DESIGN
1 in 20
Fall
beams EB1
Cut batter as per PROPOSED RESIDENCE
BCA Part 3.1.1 NO. 27 ADAMS STREET
SUNSHINE BEACH
Internal beams
IB1 Spoon Drains top & bottom. DRAWING TITLE
Free draining to street TYPICAL PLATFORM DETAILS
Fall Fall
1 in 20 1 in 20
SCALES
Internal beams
IB3
100 mm SLAB TOP FABRIC SURVEY DATUM
CU
Fill piers as per detail .
T
EB2. Piers to be 300mm
below natural ground line
FIL
ASSOCIATED CONSULTANTS
L
Proposed Cut/Fill Line Fill batter as per
Builder to confirm with surveyor. BCA Part 3.1.1
TYPICAL CUT/FILL PLATFORM PLAN PLAN IS FOR SITE DRAINAGE PURPOSES &
SCALE 1:100
CUT/FILL CONDITIONS THAT MAY OCCUR.
BUILDER TO CONFIRM
REVISION LIST
A BUILDER REVIEW - NOT FOR CONSTRUCTION 19/08/22
Computer File
220873FD.DWG
DRAWING NUMBER SHEET REV.
22-0873-F9 9 A
Page 27
WHERE THERE IS MORE THAN 1000mm OF UNCONTROLLED FILL UNDER
THE PIPE, PLUMBING IS REQUIRED TO BE HUNG FROM SLAB WITH
PROPRIETARY STAINLESS STEEL STRAPS @ 1200 CRS & INSTALLED
IN ACCORDANCE WITH MANUFACTURERS SPECIFICATIONS
VERTICAL EXPANSION JOINT
BACK FILL WITH COMPACTED CLAY LINDSAY CONSULTING PTY
LINDSAY CONSULTING PTY LTD
REQUIRED FOR 'E' SITES ONLY LTD
SOILS OR EQUIVALENT TO FORM
IMPERMEABLE LAYER TO ALL
DETAILS AND SPECIAL REQUIREMENTS FOR TRENCHES WITHIN 1500MM OF OFF. 2C/82 PARKER STREET, MAROOCHYDORE
RPEQ 4928
PH 54 792 118
SUPPORT AND/OR PROVISIONS OF THE BUILDING THIS DRAWING REMAINS THE PROPERTY OF
ARTICULATION IN PIPE WORK FOR ALL UNDER LINDSAY CONSULTING PTY LTD AND IS FOR
SLAB DRAINAGE IS ONLY REQUIRED WHERE THE SOLE USE OF THE CLIENT. NO PART
300
MIN
SPECIFIED BY THE DESIGN ENGINEER FOR THE MAY BE USED IN PART OR WHOLE WITHOUT
"EXPANDA" JOINT (LUBRICATED WRAPPED IN NATURAL SURFACE
RELEVANT SITE CLASSIFICATION AND/OR AS PRIOR EXPRESS WRITTEN CONSENT OF
2 LAYERS OF 200 MICRON POLYTHENE AND REQUIRED BY A.S 3500 OR A.S 2870 LINDSAY CONSULTING PTY LTD
VARIES
DEPTH
SEALED WITH PRESSURE SENSITIVE TAPE TO CLIENT AND PROJECT DESCRIPTION
EXCLUDE SOIL PARTICLES APPROVED BEDDING
MATERIALS TO PAUL CLOUT DESIGN
APPROPRIATE COVER PROPOSED RESIDENCE
BACK FILL
SELECTED ARTICULATION JOINT E.G STORM CLAY PLUG TO FULL NO. 27 ADAMS STREET
PLASTICS "SWIVEL JOINT" OR OTHER APPROVED DEPTH OF BEDDING
FLEXIBLE FITTING INSTALLED TO MANUFACTURERS AT FOOTING ZONE
SUNSHINE BEACH
RECOMMENDATIONS WIDTH
VARIES
TYPICAL UNDER SLAB-EDGE BEAM/WAFFLE POD DETAIL TYPICAL TRENCH DETAIL
DRAWING TITLE
PLUMBING DETAILS
Not to scale Not to scale
GUIDELINES FOR DESIGN AND INSTALLATION SCALES
NOTES: THE FOLLOWING NOTES AND DETAILS PROVIDED ARE A GUIDE ONLY FOR 10. THE USE OF CORRUGATED FLEXIBLE PVC PIPE PRODUCTS SHOULD BE AVOIDED THE 'P' CLASSIFICATION ON THE
ARTICULATION FOR SANITARY PLUMBING, DRAINAGE AND SHOULD BE READ IN ON CLASS H AND E SITES AS THEY ARE NOT ABLE TO EXPAND LONGITUDINALLY
CONJUNCTION WITH AS/NZS 3500, AS 2870 AND ANY OTHER RELEVANT STANDARD TO ACCOMMODATE POTENTIAL VERTICAL AND LATERAL MOVEMENTS AT THE SLAB SUBJECT SITE AS PER SOIL TEST IS
REQUIREMENTS OF THE B.C.A.
1. ALL DRAINS INSTALLED IN GROUND THAT IS FILLED, UNSTABLE, EXPANSIVE (EG. M,
OR FOOTING EDGE UNLESS SPECIFICALLY DETAILED BY THE MANUFACTURE.
11. ALL JOINTS IN STORM WATER PIPES WITHIN 3,0 METERS OF THE HOUSE UNDER
DUE TO THE LOOSE/SOFT
H, E AND P SITES) OR WATER CHARGED AND WHERE SOIL MOVEMENT MAY EFFECT CONSTRUCTION SHOULD BE ARTICULATED TO ACCOMMODATE GROUND MOVEMENT MATERIAL PRESENT. LINDSAY
THE PERFORMANCE OF ANY DRAIN, A CERTIFIED PLAN AND SPECIFICATION SHOULD BE WITHOUT LEAKAGE.
PROVIDED BY AN APPROPRIATELY QUALIFIED PERSON. WHEN A COMPLIANCE PERMIT 12. SEPTIC TANKS AND ASSOCIATED SOAKAGE AREAS SHOULD BE LOCATED TO CONSULTING CONFIRM THAT THE
MINIMISE SOIL MOISTURE INCREASES WITHIN THE FOUNDATION JOINTS IN PLUMBING
AND ASSESSMENT IS REQUIRED BY THE LOCAL AUTHORITY. A SOIL REPORT AND ALL
CALCULATIONS SHOWING PROPOSED METHOD TO PROTECT THE DRAINAGE FROM PIPES WITHIN 3.0 METERS OF THE HOUSE UNDER CONSTRUCTION SHOULD BE
PLUMBER SHALL ADOPT 'M' SURVEY DATUM
POTENTIAL GROUND MOVEMENTS MAY BE REQUIRED. ARTICULATED TO ACCOMMODATE GROUND MOVEMENTS WITHOUT LEAKAGE. SEPTIC CLASSIFICATION FOR PLUMBING .
2. ALL SEWER & STORMWATER TO BE CONSTRUCTED IN ACCORDANCE WITH AS/NZS TANKS IN PARTICULAR REQUIRE CAREFUL DETAILING.
3500 AND THE REQUIREMENTS OF AS2870 SECTION 5: CLAUSE 5.5 AND SECTION 6: 13. ALL PIPE WORK INCLUDING STORM WATER FITTINGS AND ADAPTERS SHOULD BE PURPOSES.
PROTECTED FROM MECHANICAL DAMAGE. ASSOCIATED CONSULTANTS
CLAUSE 6.6 ARTICULATION AND EXPANSION JOINTS ARE TO BE PROVIDED TO
ACCOMMODATE MOVEMENT IN ALL PIPE WORK WITHIN 3 METRES OF THE DWELLING 14. TERMITE PROTECTION NOT SHOWN ON THESE DRAWINGS AS THERE ARE VARIOUS
AND COMPLY WITH AS1260. OPTIONS. REFER TO THE BUILDER DESIGNER.
3. PLUMBING AND DRAINAGE UNDER THE SLAB SHOULD BE AVOIDED WHERE 15. ALL DETAILS ARE INDICATIVE ONLY. DESIGN OF PATHS FOOTINGS ETC. AND
PRACTICAL (REFER AS/NZS 3500 CLAUSE 4.10). LOCATION OF PENETRATIONS TO BE SPECIFIED BY AND ENGINEER.
4. GRADES IN PIPE WORK ON M, H, AND P SITES SHOULD HAVE A MINIMUM GRADE 16. PROVISIONS SHOULD BE MADE FOR THE CONNECTION OF OVERFLOW OR WATER
OF 1.30 WITHIN 5 1.5 METRES OF THE BUILDING AND 1:60 ELSEWHERE. GRADES IN DISCHARGE FROM MIXTURES SUCH AS H.W.S. AND A.C. TO A DRAIN AS REQUIRED
FLEXIBLE FITTINGS TO BE SET AT THE MINIMUM GRADE. BY THE RELEVANT LOCAL AUTHORITY.
17. EXPECTED MINIMUM REQUIREMENTS FOR EXPANSION AND ALLOWABLE RELATION
5. ALL EXPANSION AND ARTICULATION JOINTS TO BE INSTALLED IN ACCORDANCE IN FITTINGS AS FOLLOWS.
WITH MANUFACTURER'S RECOMMENDATIONS. ALL JOINTS TO BE SET MID POINT SO AS 15
TO ALLOW FOR MAXIMUM IN EITHER DIRECTION.
6. STORMPLASTICS (SA) PTY LTD "SWIVEL JOINTS" SHOULD NOT BE USED AS A
BEND TO ACHIEVE CORRECT FALLS. THE JOINT SHOULD BE SET IN A STRAIGHT LINE
OF THE DRAIN TO ALLOW MAXIMUM (+) OR (-) MOVEMENT. A MINIMUM 15 BEND TO SITE CLASS MINIMUM REQUIRED EXPANSION JOINT CAPACITY ALLOWABLE ROTATION
BE INSTALLED BEFORE SWIVEL JOINTS TO ACHIEVE MINIMUM GRADES FROM THE FACE "E" 150MM 15
OF THE FOOTING. "H" 70MM 15
7. DETAIL AND SUPPORT OF TRAPS AT THE O.R.G. TO BE CONSIDERED ON SITE, TO "P" 70MM PLUS ADDITIONAL REQUIREMENTS IN THE CASE 15 REVISION LIST
ALLOW FOR POTENTIAL MOVEMENTS INCLUDING ISOLATION AND ARTICULATION OF FILL (MIN DEPENDENT ON SITE CONDITION) A BUILDER REVIEW - NOT FOR CONSTRUCTION 19/08/22
ASSOCIATED WITH PATHS AND PAVEMENTS. THE O.R.G SHOULD BE CAST IN "M" MINIMUM 25MM LAGGING THROUGH FOOTINGS NOT APPLICABLE
CONCRETE MONOLITHICALLY WITH THE FOOTING SYSTEMON CLASS H AND E SITES.
7. DETAIL AND SUPPORT OF TRAPS AT THE O.R.G. TO BE CONSIDERED ON SITE, TO
ALLOW FOR POTENTIAL MOVEMENTS INCLUDING ISOLATION AND ARTICULATION THIS SITE CLASSIFICATION HAS BEEN
ASSOCIATED WITH PATHS AND PAVEMENTS. THE O.R.G SHOULD BE CAST IN
CONCRETE MONOLITHICALLY WITH THE FOOTING SYSTEM ON CLASS H AND E SITES. DETERMINED TO BE CLASSIFIED AS A "P" AS
8. ALL PVC PIPE WORK PASSING THROUGH CONCRETE MUST HAVE 25MM LAGGING. PER SITE CLASSIFICATION REPORT BY LINDSAY
9. STORM WATER SYSTEM THAT COLLECT ROOF WATER AND SURFACE WATER ARE
REQUIRED TO BE DESIGNED AND CONSTRUCTED IN ACCORDANCE WITH AS/ NZS 3500 CONSULTING P/L 220873. Computer File
220873FD.DWG
PART 5. DRAWING NUMBER SHEET REV.
22-0873-F10 10 A
Page 28
LOCATION OF PENETRATIONS
TO ENGINEERS DETAIL
SELECTED ARTICULATION JOINT E.G STORM
LAGGING OR SLEEVE PLASTICS "SWIVEL JOINT" OR OTHER APPROVED
FLEXIBLE FITTING INSTALLED TO MANUFACTURES
RECOMMENDATIONS
SELECTED ARTICULATION JOINT LINDSAY CONSULTING PTY
LINDSAY CONSULTING PTY LTD
LTD
EG. STORM PLASTICS "SWIVEL JOINT"
OR OTHER APPROVED FLEXIBLE
MIN 15 DEGREE
RPEQ 4928
FITTING INSTALLED TO FOOTING OFF. 2C/82 PARKER STREET, MAROOCHYDORE PH 54 792 118
MANUFACTURERS BEND TYPICAL THIS DRAWING REMAINS THE PROPERTY OF
RECOMMENDATIONS LINDSAY CONSULTING PTY LTD AND IS FOR
THE SOLE USE OF THE CLIENT. NO PART
MAY BE USED IN PART OR WHOLE WITHOUT
PRIOR EXPRESS WRITTEN CONSENT OF
LINDSAY CONSULTING PTY LTD
CLIENT AND PROJECT DESCRIPTION
LAGGING THICKNESS "EXPANDA" JOINT (LUBRICATED WRAPPED
PAUL CLOUT DESIGN
25MM AND 40MM ON SEWER MAIN OR IN 2 LAYERS OF 200 MICRON POLYTHENE AND PROPOSED RESIDENCE
"E" SITES UNLESS BRANCH LINE SEALED WITH PRESSURE SENSITIVE TAPE TO NO. 27 ADAMS STREET
NOTED OTHERWISE EXCLUDE SOIL PARTICLES)
SUNSHINE BEACH
"EXPANDA" JOINT (LUBRICATED WRAPPED IN
2 LAYERS OF 200 MICRON POLYTHENE AND
TYPICAL PIPE THROUGH FOOTING DETAIL -SECTION
SEALED WITH PRESSURE SENSITIVE TAPE TO Not to scale
EXCLUDE SOIL PARTICLES DRAWING TITLE
TYPICAL CONNECTION FROM PIPE WORK TO BRANCH LINE DETAIL PLUMBING DETAILS
Not to scale
DOWN PIPE PROVIDE VISUAL SPACE
TO COMPLY WITH PROVIDE VISUAL SPACE SCALES
A.S 3660.1 FLEXIBLE JOINT BETWEEN TO COMPLY WITH
A.S 3660.1
THE 'P' CLASSIFICATION ON THE
SLAB AND WALL
OVERLAP PIPES 150MM
SUBJECT SITE AS PER SOIL TEST IS
GRATED DRAIN
MINIMUM AS SHOWN DUE TO THE LOOSE/SOFT
GROUND SURFACE FALL MATERIAL PRESENT. LINDSAY
1:50 MIN
CONSULTING CONFIRM THAT THE
STORM WATER PLUMBER SHALL ADOPT 'M' SURVEY DATUM
DRAINAGE PIPE
SELECTED ARTICULATION SLAB TO BE TIED BACK
CLASSIFICATION FOR PLUMBING .
FLEXIBLE JOINT TO THE BUILDING TO MINIMISE PURPOSES.
FORCES ON PIPE WORK WHERE
INGROUND SPECIFIED BY AN ENGINEER ASSOCIATED CONSULTANTS
ALLOW PIPE WORK TO MOVE PIPE WORK
VERTICALLY INDEPENDENT
OF BUILDING FOOTINGS
TYPICAL STORM WATER DETAIL (ALTERNATIVE) DOWN PIPE TO GRATED DRAIN DETAIL
Not to scale Not to scale
SELECTED ARTICULATION JOINT E.G STORM
PLASTICS "SWIVEL JOINT" OR OTHER APPROVED
150
FLEXIBLE FITTING INSTALLED TO MANUFACTURES LAGGING
THIS SITE CLASSIFICATION HAS BEEN
75
RECOMMENDATIONS OR SLEEVE
DETERMINED TO BE CLASSIFIED AS A "P" AS PIPE FROM FIXTURE
PER SITE CLASSIFICATION REPORT BY LINDSAY REVISION LIST
CONSULTING P/L 220873.
A BUILDER REVIEW - NOT FOR CONSTRUCTION 19/08/22
DOWEL BARS TO ENGINEER'S
DETAIL (IF NOT POURED
ADDITIONAL LAGGING TO MONOLITHIC WITH FOOTINGS)
O.R.G TO LOCAL COUNCIL
SPECIFICATIONS CONCRETE-ENCASED O.R.G
(POURED IN-SITU/MONOLITHIC
100
WITH FOOTING)
TYPICAL SECTION AT O.R.G TO PREVENT SHEAR AT FOOTING FACE
Computer File
220873FD.DWG
DRAWING NUMBER SHEET REV.
Not to scale 22-0873-F11 11 A
Page 29
REINFORCED WALLS FOR WIND CATEGORY - N3 190mm WALL
LINTEL SIZE - refer table LINTEL SIZE - refer table
LINDSAY CONSULTING PTY
LINDSAY CONSULTING PTY LTD
1/N16 LTD
RPEQ 4928
OFF. 2C/82 PARKER STREET, MAROOCHYDORE PH 54 792 118
THIS DRAWING REMAINS THE PROPERTY OF
LINDSAY CONSULTING PTY LTD AND IS FOR
N16 at 400 max centres 0ver 2400 to 3000 max THE SOLE USE OF THE CLIENT. NO PART
2400 max. MAY BE USED IN PART OR WHOLE WITHOUT
PRIOR EXPRESS WRITTEN CONSENT OF
LINDSAY CONSULTING PTY LTD
CLIENT AND PROJECT DESCRIPTION
PAUL CLOUT DESIGN
PROPOSED RESIDENCE
NO. 27 ADAMS STREET
1/N16 at
corners
1/N16 both
sides of
1/N16 extra in 2nd or
3rd core both sides of
1/N16 both
sides of
1/N16 under
all window sills SUNSHINE BEACH
opening openings over 2400 opening
All construction to be in accordance with the Besser
Technical Specification " Solid Besser Home System
Simplified Design" using Besser products. Refer to relevant DRAWING TITLE
manufacturers specification if using other products BLOCKWORK DETAILS
BESSER 20.25 BESSER 20.20
60
60
OR 20.26 SCALES
215
290
W8 stirrups at 200
centres in S lintels
460
BESSER 20.20
590
TYPE A LINTEL
W8 stirrups at 200
centres in S lintels
60
SURVEY DATUM
BESSER 20.20
BESSER 20.12 .
0R 20.15
315
W8 stirrups at 200
390
centres in S lintels ASSOCIATED CONSULTANTS
BESSER 20.12 TYPE C LINTEL
0R 20.15
60
TYPE BB LINTEL
60
BESSER 20.20 BESSER 20.20
260
W8 stirrups at 200
390
centres in S lintels
700
BESSER 20.12 BESSER 20.20
790
0R 20.15 LINTEL CODE REINFORCEMENT
REVISION LIST
A BUILDER REVIEW - NOT FOR CONSTRUCTION 19/08/22
W8 stirrups at 200 A212 B212 BB212 C212 D212 2-N12 top and bottom
TYPE B LINTEL centres in S lintels A116 B116 BB116 C116 D116 1-N16 top and bottom
A212S B212S BB216S C212S D212S 2-N12 top and bottom W8 stirrups at 200 centres
BESSER 20.12 A116S B116S BB116S C116S D116S 1-N16 top and bottom with W8 stirrups at 200 centres
0R 20.15 A216 B216 BB216 C216 D216 2-N16 top and bottom
A216S B216S BB216S C216S D216S 2-N16 top and bottom with W8 stirrups at 200 centres
A220 B220 BB220 C220 D220 2-N20 top and bottom
A220S B220S BB220S C220S D220S 2-N20 top and bottom with W8 stirrups at 200 centres
TYPE D LINTEL
Computer File
220873FD.DWG
DRAWING NUMBER SHEET REV.
22-0873-F12 12 A
Page 30
LINDSAY CONSULTING PTY
LINDSAY CONSULTING PTY LTD
LTD
RPEQ 4928
OFF. 2C/82 PARKER STREET, MAROOCHYDORE PH 54 792 118
THIS DRAWING REMAINS THE PROPERTY OF
LINDSAY CONSULTING PTY LTD AND IS FOR
THE SOLE USE OF THE CLIENT. NO PART
MAY BE USED IN PART OR WHOLE WITHOUT
PRIOR EXPRESS WRITTEN CONSENT OF
LINDSAY CONSULTING PTY LTD
CLIENT AND PROJECT DESCRIPTION
PAUL CLOUT DESIGN
Lift shaft
PROPOSED RESIDENCE
by others NO. 27 ADAMS STREET
SUNSHINE BEACH
R.C. SLAB ON
External & internal freestanding GROUND
id
blockwork shall be 200 series with vo
N16 bars @ 400 CRS each way DRAWING TITLE
STRUCTURAL PLAN
Stair design SCALES
by others
id
vo
Bracing Required 265.0 kN 0 1 2 3 4m
Bracing Provided >>270kN
Orig. 1:100
SURVEY DATUM
R.C. SLAB ON .
GROUND
ASSOCIATED CONSULTANTS
Bracing Required 206.0 kN
Bracing Provided >>210kN
200 series blockwork retaining walls.
Reinforcement as per foundation details.
WIND CLASSIFICATION - N4
STUD HEIGHTS & SIZES
NON LOAD BEARING WALLS
STUDS 2700 - 90x35 MGP10 @ 450 CRS
TOP PLATE - 90x35 MGP10
BOTTOM PLATE - 90x35 MGP10 REVISION LIST
A BUILDER REVIEW - NOT FOR CONSTRUCTION 19/08/22
NOGGINGS - 1350mm CRS MAXIMUM
ALL STUDS NOT NOTCHED
ROOF BATTENS
METAL ROOF BATTENS FIXED IN
SUSPENDED SLAB HAS BEEN DESIGNED TO NOT REQUIRE ACCORDANCE WITH MANUFACTURER'S
SPECIFICATIONS
ANY LOAD BEARING LINTELS. THEREFORE, WE HAVE NOT
BASEMENT STRUCTURAL PLAN SPECIFIED ANY LINTEL SIZES. BUILDER SHALL FIX INTO PROTECTIVE COATINGS FOR STEELWORK MUST
BE IN ACCORDANCE WITH THE BCA 3.4.4.4 AND Computer File
SCALE 1:100 SUSPENDED SLAB WITH N12 STARTERS @ 400 CRS. TABLE 3.4.4.2
DRAWING NUMBER
220873FD.DWG
SHEET REV.
22-0873-F13 13 A
Page 31
LINDSAY CONSULTING PTY
LINDSAY CONSULTING PTY LTD
LTD
RPEQ 4928
OFF. 2C/82 PARKER STREET, MAROOCHYDORE PH 54 792 118
THIS DRAWING REMAINS THE PROPERTY OF
LINDSAY CONSULTING PTY LTD AND IS FOR
THE SOLE USE OF THE CLIENT. NO PART
MAY BE USED IN PART OR WHOLE WITHOUT
PRIOR EXPRESS WRITTEN CONSENT OF
LINDSAY CONSULTING PTY LTD
CLIENT AND PROJECT DESCRIPTION
PAUL CLOUT DESIGN
PROPOSED RESIDENCE
R.C. SLAB ON
NO. 27 ADAMS STREET
GROUND
SUNSHINE BEACH
id
vo
DRAWING TITLE
STRUCTURAL PLAN
SCALES
0 1 2 3 4m
Orig. 1:100
SURVEY DATUM
R.C. SLAB ON
GROUND .
ASSOCIATED CONSULTANTS
300mm SLAB
250mm SLAB
225mm SLAB
SLAB THICKNESS NOMINATED IS MINIMUM
DEPTHS. BUILDER SHALL INCREASE THE REVISION LIST
A BUILDER REVIEW - NOT FOR CONSTRUCTION 19/08/22
SLAB WHERE NECESSARY TO PROVIDE
FALL AS SHOWN BY ARCHITECT
SUSPENDED SLAB HAS BEEN DESIGNED TO NOT REQUIRE
ANY LOAD BEARING LINTELS. THEREFORE, WE HAVE NOT
GROUND FLOOR SUSPENDED SLAB THICKNESS PLAN SPECIFIED ANY LINTEL SIZES. BUILDER SHALL FIX INTO
SUSPENDED SLAB WITH N12 STARTERS @ 400 CRS.
Computer File
SCALE 1:100 DRAWING NUMBER
220873FD.DWG
SHEET REV.
22-0873-F14 14 A
Page 32
REINFORCEMENT BARS ARE REQUIRED TO HAVE INTERNAL SLAB EXTERNAL SLAB EXTERNAL SLAB
THE TYPICAL COG DETAIL ON ALL CANTILEVERED SUSPENDED SLAB HAS BEEN DESIGNED TO NOT REQUIRE
SLAB EDGES ANY LOAD BEARING LINTELS. THEREFORE, WE HAVE NOT EXPOSURE CLASSIFICATION A1 A1 (ENCLOSED) B2 (EXPOSED)
SPECIFIED ANY LINTEL SIZES. BUILDER SHALL FIX INTO CONCRETE STRENGTH 32 MPa 32 MPa 40 MPa
DRIP NOTCH REQUIRED ON ALL CANTILEVERED SUSPENDED SLAB WITH N12 STARTERS @ 400 CRS. LINDSAY CONSULTING PTY
LINDSAY CONSULTING PTY LTD
MINIMUM COVER 20 mm Top & Bottom 20 mm 45 mm LTD
SLAB EDGES
RPEQ 4928
OFF. 2C/82 PARKER STREET, MAROOCHYDORE PH 54 792 118
THIS DRAWING REMAINS THE PROPERTY OF
LINDSAY CONSULTING PTY LTD AND IS FOR
THE SOLE USE OF THE CLIENT. NO PART
MAY BE USED IN PART OR WHOLE WITHOUT
N12 bars @ 150 CRS top steel N12 @ 200 CRS top steel, N16 @ 200 CRS bottom steel. Bottom laid first, top laid fourth. PRIOR EXPRESS WRITTEN CONSENT OF
each way, N16 @ 200 CRS bottom LINDSAY CONSULTING PTY LTD
steel each way to terrace area. CLIENT AND PROJECT DESCRIPTION
(external slab)
PAUL CLOUT DESIGN
PROPOSED RESIDENCE
NO. 27 ADAMS STREET
N12 @ 200 CRS top steel, N16 @ 200 CRS bottom steel. Bottom laid second, top laid third.
SUNSHINE BEACH
R.C. SLAB ON
GROUND DRAWING TITLE
id
vo STRUCTURAL PLAN
SCALES
Lift shaft
by others SUSPENDED SLAB TO LAP MIN.
0 1 2 3 4m
id
vo
800mm INTO SLAB ON GROUND.
Stair design REFER FOUNDATION DETAILS Orig. 1:100
by others
SURVEY DATUM
2-N16 bottom steel
2.0m long .
R.C. SLAB ON ASSOCIATED CONSULTANTS
GROUND
N12 bars @ 150 CRS top steel each way,
N16 @ 200 CRS bottom steel each way
to terrace area. (external slab)
Suspended slab reinforcement and
thicknesses as per engineering
N12 starters @ 400
CRS. 500 laps min.
SUSPENDED SLAB TO LAP MIN.
800mm INTO SLAB ON GROUND.
REFER FOUNDATION DETAILS
x
REVISION LIST
A BUILDER REVIEW - NOT FOR CONSTRUCTION 19/08/22
Blockwork reinforcement
as per engineering
GROUND FLOOR SUSPENDED SLAB PLAN TYPICAL SUSPENDED SLAB SECTION Computer File
220873FD.DWG
SCALE 1:100 NOT TO SCALE DRAWING NUMBER SHEET REV.
22-0873-F15 15 A
The text continues on page 33.
Used in these records
Approved Plans & Documents - EXE22/0017Related documentApplication case desk ↗
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