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Slope Stability - lindsays
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: 220061
25th March 2022
Guy Meldrum
Attn Guy,
GEOTECHNICAL REPORT FOR
PROPOSED RESIDENCE
NO.4 TRISTANIA DRIVE, MARCUS 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 22-0061-F1 to F26 inclusive
• Lindsay Consulting Pty Ltd site classification report 220061
• Paul Clout Design architectural drawings 00.0 to 09.0 inclusive
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.
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
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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Page 2
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 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 loose sand becoming dense with depth. The site falls from The David Low Way towards Tristania Drive with the site being heavily treed. 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 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 with garage under with moderate cut/fill required for the garage area only. 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. 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 4
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
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
avoid disturbance to the soil profile
Building and other structure’s foundations
ALL FOUNDATIONS SHALL BE PROVIDED WITH
SCREW PILES AS PER THE ENGINEERING
DRAWINGS
The site is sewered. Trenching shall be minimised to avoid
Sewage disposal
disturbance to the soil profile.
The site stormwater shall be directed to road at the front of
Stormwater disposal 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]
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 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 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
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 7
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 220061
CLIENT GUY MELDRUM
SITE LOCATION No. 4 TRISTANIA DRIVE, MARCUS BEACH
REPORT DATE FEBRUARY 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 a light
coverage of grass with scattered undergrowth and has many trees present, the site falls
towards the front of the block at an approximate slope of 15%.
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 test results.
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 8
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
and the presence of many trees within the proposed building zone.
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 1700mm
from the existing ground level at location BH1 and a depth of 1500mm 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. 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 9
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 10
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.
Page 11
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
Page 12
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 13
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 14
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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.
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 15
SITE PHOTOGRAPHS
Photo 1
Photo 2
[OCR of page images]
SITE PHOTOGRAPHS
Page 16
Lindsay Consulting Pty Ltd
Off. 2C/82 Parker Street, Maroochydore
NO. 4 TRISTANIA DRIVE,
CLIENT GUY MELDRUM SITE LOCATION
MARCUS BEACH
REFERENCE 220061
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 0.5 0.5 1
200 200 0.5 0.5 0.5
300 300 1 0.5 0.5
400 SP SAND, fine to medium, pale grey, moist, 400 SP SAND, fine to medium, pale grey, moist, 1 0.5 1
loose loose
500 500 2 1 0.5
600 600 1 1 0.5
700 700 1 0.5 1
800 800 0.5 0.5 1
900 900 0.5 1 2
1000 1000 1 1 1
1100 1100 1 2 1
1200 1200 1 1 2
1300 1300 1 1 1
1400 1400 2 1 1
1500 1500 SP SAND, fine to medium, pale grey, moist, 1 2 3
SAND, fine to medium, pale grey, moist, loose
1700 SP loose 1700
2500 Hole Terminated 2500 Hole Terminated
COMMENTS
AUTHORISED SIGNATORY
Page 17
REVISION LIST
CLIENT AND PROJECT DESCRIPTION SCALES A ORIGINAL ISSUE 08/02/22
GUY MELDRUM
PROPOSED RESIDENCE
NO.4 TRISTANIA DRIVE
SURVEY DATUM
MARCUS BEACH
.
LINDSAY CONSULTING PTY LTD
PTY
LINDSAY CONSULTING LTD
RPEQ 4928
OFF. 2C/82 PARKER STREET, MAROOCHYDORE PH 54 792 118
DRAWING TITLE ASSOCIATED CONSULTANTS
THIS DRAWING REMAINS THE PROPERTY OF
LINDSAY CONSULTING PTY LTD AND IS FOR SITE PLAN
THE SOLE USE OF THE CLIENT. NO PART Computer File
220061SP.DWG
MAY BE USED IN PART OR WHOLE WITHOUT DRAWING NUMBER SHEET REV.
PRIOR EXPRESS WRITTEN CONSENT OF
LINDSAY CONSULTING PTY LTD 22-0061-S1 1 A
PN3
BH1
PN1
15% SLOPE
15% SLOPE
BH2
PN2
Page 18
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 LTD
LINDSAY CONSULTING PTY
SITE CLASSIFICATION - P
6. Non-structural items such as damp proof coursing, flashing and weep holes are not shown for clarity. LTD
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 GUY MELDRUM
TREES PRESENT √ - 20 nominal maximum aggregate size
- 100 maximum slump +/-10mm
PROPOSED RESIDENCE
NO.4 TRISTANIA DRIVE
3. Minimum Cover - 25 to upper face of internal slabs -0 +5mm
MARCUS 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
(a) Slab Fabric - 225 minimum overlap of transverse bars at all edges
DRAWING TITLE
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 220061. 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 25/03/22
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 220061FD.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. 22-0061-F1 1 A
Page 19
39.228
15°08'
LINDSAY CONSULTING PTY LTD
LINDSAY CONSULTING PTY
LTD
RTW3 - 2000mm max RPEQ 4928
OFF. 2C/82 PARKER STREET, MAROOCHYDORE PH 54 792 118
BP1 BP1 BP1 BP1
THIS DRAWING REMAINS THE PROPERTY OF
RTW3
RTW3
LINDSAY CONSULTING PTY LTD AND IS FOR
FSL 11.05 THE SOLE USE OF THE CLIENT. NO PART
MAY BE USED IN PART OR WHOLE WITHOUT
PRIOR EXPRESS WRITTEN CONSENT OF
EB1 EB1 Top of pool
coping 15.150 LINDSAY CONSULTING PTY LTD
EB1 7150
3-L11TM (2000mm long)
200 CLIENT AND PROJECT DESCRIPTION
Re-entrant steel GUY MELDRUM
PROPOSED RESIDENCE
0.3m 0.6m
Terrace FFL
15.150 1.0m NO.4 TRISTANIA DRIVE
MARCUS BEACH
STB
EB1
19
Ground Floor
4413
17.0
RTW2
IB1 FFL 11.10 1.6m
PAD 10.80 PROPOSED POOL
1.3m 7335 DRAWING TITLE
FOUNDATION PLAN
Pin RTW2
footing into
blockwork RTW1
800
EB1
IB1 SCALES
Cantilevered trough
RTW1 Refer detail
0 1 2 3 4m
EB1
RTW1
LEGEND
Orig. 1:100
Indicates 120kN SWL screw pile
RTW2
EB1
STB
EB3
Indicates 150kN SWL screw pile SURVEY DATUM
DEB1
280°32'20"
.
30.668
RTW1
FFL 11.10
Indicates 200kN SWL screw pile
Basement Provide 4-N12 footing ASSOCIATED CONSULTANTS
9.72
FFL 8.35 dowels tied to cage &
'
PAD 8.05
182°15
blockwork
DEB1
Planter boxes, garden beds,
stairs & landings at entry as
RTW3
RTW3
per builders specifications
BP1 REVISION LIST
FOUNDATION PLAN
A BUILDER REVIEW - NOT FOR CONSTRUCTION 25/03/22
EB1
0"
SCALE 1:100
3° 128
'4
.
25
Formed concrete column
13
14
100 mm SLAB SL92 TOP FABRIC
Garden bed by builder
Sewer M/H
Computer File
150 mm SLAB WITH SL92 TOP AND BOTTOM FABRIC 220061FD.DWG
DRAWING NUMBER SHEET REV.
22-0061-F2 2 A
Page 20
1000 mm max.
Internal load - bearing wall
FABRIC
N16 starter bars to match
wall reinforcement. Blockwork LINDSAY CONSULTING PTY LTD
800mm min. laps.
TOP REINFORCEMENT
LINDSAY CONSULTING PTY
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
GUY MELDRUM
Starters
450
D
4-L12TM
PROPOSED RESIDENCE
1-N16 through top of
STARTERS
FD
screw pile 500mm long fabricated cage
tied to reinforcement. NO.4 TRISTANIA DRIVE
MARCUS BEACH
Screw Piles
1-N16 through top of
screw pile 500mm long FOUNDATION SPECIFICATIONS Rating as per sheet F2
4-L12TM tied to reinforcement.
FABRIC SL92
450 DRAWING TITLE
fabricated cage
STARTERS R10 LIGS @ 600 CRS FOUNDATION DETAILS
Screw Piles
D (DEPTH) 700mm MIN
Rating as per sheet F2
FD (FOOTING DEPTH) 500mm MIN
TYPICAL INTERNAL BEAM - IB1
SCALES
Not to scale
BLOCK EXTERNAL EDGE BEAM - EB1 Block pier/concrete column with
Not to scale starters to match reinforcement.
Finished Surface
N16 bars require 800mm min. lap.
Blockwork
N16 starter bars to match N20 bars require 1200mm min. lap.
SURVEY DATUM
wall reinforcement.
800mm min. laps.
FABRIC .
FABRIC
100 ASSOCIATED CONSULTANTS
100
900mm MIn.
1 on 20 fall
FSL
Compacted sand fill
D Existing
300
MIN
STARTERS
Surface
FD
FD
STARTERS
4-L12TM W + 400 mm
fabricated cage 1-N16 through top of
x L + 400 mm
1-N16 through top of
screw pile 500mm long
4-L12TM
450 screw pile 500mm long
450
tied to reinforcement. tied to reinforcement.
1-N16 through top of
fabricated cage
screw pile 500mm long Screw Piles
Screw Piles REVISION LIST
tied to reinforcement. Rating as per sheet F2
Rating as per sheet F2 A BUILDER REVIEW - NOT FOR CONSTRUCTION 25/03/22
Screw Piles
Rating as per sheet F2
TYPICAL EXTERNAL EDGE BEAM - EB4 EDGE BEAM TO VERANDAH SLAB - EB3 BLOCK/CONCRETE PIER PAD FOOTING DETAIL - BP1
Not to scale Computer File
Not to scale DRAWING NUMBER
220061FD.DWG
SHEET REV.
22-0061-F3 3 A
Page 21
FOUNDATION SPECIFICATIONS
Core-filled blockwork.
1-N16 through top of
TOP FABRIC screw pile 500mm long
Provide N16 starter bars to
BOTTOM FABRIC
match wall reinforcement.
tied to reinforcement.
800mm min. laps. FABRIC SL92
400 STARTERS R10 LIGS @ 600 CRS
LINDSAY CONSULTING PTY LTD
400 lap 150
LINDSAY CONSULTING PTY
175
LTD
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 1500 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
Rolled
GUY MELDRUM
(120 kN SWL MIN)
sand fill SL
800 SQ.
PROPOSED RESIDENCE
* DENOTES MINIMUM DEPTH BELOW NO.4 TRISTANIA DRIVE
SITE LEVEL (SL) FOLLOWING 600 * 700
min. MARCUS BEACH
STRIPPING OF ALL VEGETATION.
450
Property boundary
DRAWING TITLE
FOUNDATION DETAILS
1-N16 through top of
4-L12TM fabricated cage screw pile 500mm long
2000 mm centres each way tied to reinforcement.
Screw Piles
Rating as per sheet F2
SCALES
DEEPENED EXTERNAL EDGE BEAM - DEB1 1-N16 in top course
Not to scale
Free draining
RETAINING WALL concrete spoon
H D B V drain
600 350 500 N12 at 400 1:4 slope
(Maximum) N12 vertical reinforcement SURVEY DATUM
N16 bar in top
800 350 700 N12 at 400 @ 600 CRS U.N.O.
1000 450 800 N12 at 400
course only .
1200 500 800 N12 at 400 ASSOCIATED CONSULTANTS
1400 500 1000 N16 at 400 General Notes
N12 Horizontal bars
2000 mm MIN
1600 600 1100 N16 at 400 at 400 CRS Compacted clay plug Free draining granular 2. Minimum cover to reinforcement - 55mm
1800 700 1300 N16 at 400 fill material
3. All cores containing reinforcement to be grout filled
2000 800 1400 N20 at 400 4. Grout strength - 20 MPa minimum
5. Concrete strength - 25 MPa minimum
H V bars with 55 cover
Lap bars MIN 600
Clean-out blocks Temporary Excavation slope
600 lap min.
N12 @ 600 CRS
600 lap min.
SL72 Fabric Suitable Waterproofing material N16 @ 400 CRS transverse
bars top and bottom
N12 ligs @ 400 CRS
60
250 100 Ag drain to SL
D free draining outlet REVISION LIST
if required by builder A BUILDER REVIEW - NOT FOR CONSTRUCTION 25/03/22
Concrete 55 cover
footing 25 MPa
300
N16 at 400
V bars (starters) 450 MIN.
N12 at 400 N12 bars at 400 centres
350
B 1300
BLOCK FENCE DETAIL
RETAINING WALL DETAIL - RTW3 Not to scale Computer File
220061FD.DWG
NOT TO SCALE DRAWING NUMBER SHEET REV.
22-0061-F4 4 A
Page 22
LINDSAY CONSULTING PTY LTD
LINDSAY CONSULTING PTY
LTD
RPEQ 4928
OFF. 2C/82 PARKER STREET, MAROOCHYDORE PH 54 792 118
N12 starter bars @ 400
THIS DRAWING REMAINS THE PROPERTY OF
CRS with 450mm min. lap. LINDSAY CONSULTING PTY LTD AND IS FOR
THE SOLE USE OF THE CLIENT. NO PART
MAY BE USED IN PART OR WHOLE WITHOUT
N12 starters at PRIOR EXPRESS WRITTEN CONSENT OF
Suspended slab
800 mm MIN LAP 400 CRS with 450mm lap LINDSAY CONSULTING PTY LTD
reinforcement as per plan
CLIENT AND PROJECT DESCRIPTION
150
5.0 kPa Surcharge GUY MELDRUM
300
PROPOSED RESIDENCE
NO.4 TRISTANIA DRIVE
MARCUS BEACH
Compacted clay plug
600
600
Compacted clay plug
N16 horizontal bars @ 400 CRS N16 horizontal bars @ 400 CRS DRAWING TITLE
FOUNDATION DETAILS
N16 vertical bars @ 400 CRS. N16 vertical bars @ 400 CRS.
800mm min. lap. 800mm min. lap.
SCALES
2800 mm MAX Wall to Floor Height
2800 mm MAX Wall to Floor Height
Temporary Temporary
excavation excavation
slope slope
SURVEY DATUM
Free draining granular
fill material
Free draining granular
fill material
.
ASSOCIATED CONSULTANTS
N16 starters @ 400 CRS. N16 starters @ 400 CRS.
800mm min. lap. 55 cover 800mm min. lap. 55 cover
Suitable waterproofing material Suitable waterproofing
Pier - clean-out block Pier - clean-out block
material
SL92 Fabric 30 SL92 Fabric 30
250 250
Concrete 55 cover
100Ø Agg. drain with
Concrete 55 cover
100Ø Agg. drain with
footing 25 MPa Granular backfill
footing 25 MPa Granular backfill
N16 at 400 CRS N16 at 400 CRS
each way 1-N16 through top of each way 1-N16 through top of
1400 screw pile 500mm long
1400 screw pile 500mm long
REVISION LIST
A BUILDER REVIEW - NOT FOR CONSTRUCTION 25/03/22
tied to reinforcement. tied to reinforcement.
Screw Piles Screw Piles
Rating as per sheet F2 Rating as per sheet F2
PROPPED RETAINING WALL - RTW1 PROPPED RETAINING WALL - RTW2
Not to scale Not to scale Computer File
220061FD.DWG
DRAWING NUMBER SHEET REV.
22-0061-F5 5 A
Page 23
Load bearing wall
LINDSAY CONSULTING PTY LTD
FABRIC LINDSAY CONSULTING PTY
LTD
RPEQ 4928
250 OFF. 2C/82 PARKER STREET, MAROOCHYDORE PH 54 792 118
FABRIC THIS DRAWING REMAINS THE PROPERTY OF
40 bottom cover = = LINDSAY CONSULTING PTY LTD AND IS FOR
THE SOLE USE OF THE CLIENT. NO PART
MAY BE USED IN PART OR WHOLE WITHOUT
50 1600x1600 50 PRIOR EXPRESS WRITTEN CONSENT OF
N16 bar through LINDSAY CONSULTING PTY LTD
top of screw pile CLIENT AND PROJECT DESCRIPTION
(1000 mm long) GUY MELDRUM
PROPOSED RESIDENCE
Screw Piles NO.4 TRISTANIA DRIVE
Rating as per sheet F2 MARCUS BEACH
DRAWING TITLE
TYPICAL SLAB THICKENING UNDER LOAD BEARING WALLS - STB FOUNDATION DETAILS
Not to scale
SCALES
SURVEY DATUM
.
ASSOCIATED CONSULTANTS
REVISION LIST
A BUILDER REVIEW - NOT FOR CONSTRUCTION 25/03/22
Computer File
220061FD.DWG
DRAWING NUMBER SHEET REV.
22-0061-F6 6 A
Page 24
Step 200 Step 200
100
< 50
D
LINDSAY CONSULTING PTY LTD
LINDSAY CONSULTING PTY
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 GUY MELDRUM
Step 200 PROPOSED RESIDENCE
NO.4 TRISTANIA DRIVE
MARCUS 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 25/03/22
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
220061FD.DWG
SHEET REV.
Not to Scale 22-0061-F7 7 A
Page 25
3 Y12 bars or extend 2D (eg. 1200) Trench mesh (refer
edge beam detail)
500 typical
LINDSAY CONSULTING PTY LTD
B2 mesh to far side LINDSAY CONSULTING PTY
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 GUY MELDRUM
External Footing Beam bar lap detail. PROPOSED RESIDENCE
NO.4 TRISTANIA DRIVE
MARCUS 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 25/03/22
Computer File
220061FD.DWG
DRAWING NUMBER SHEET REV.
22-0061-F8 8 A
Page 26
LINDSAY CONSULTING PTY LTD
LINDSAY CONSULTING PTY
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
GUY MELDRUM
1 in 20
Fall
beams EB1
Cut batter as per PROPOSED RESIDENCE
BCA Part 3.1.1 NO.4 TRISTANIA DRIVE
MARCUS 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
SCALE 1:100
PLAN IS FOR SITE DRAINAGE PURPOSES &
CUT/FILL CONDITIONS THAT MAY OCCUR. REVISION LIST
BUILDER TO CONFIRM A BUILDER REVIEW - NOT FOR CONSTRUCTION 25/03/22
Computer File
220061FD.DWG
DRAWING NUMBER SHEET REV.
22-0061-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 LTD
REQUIRED FOR 'E' SITES ONLY LINDSAY CONSULTING PTY
SOILS OR EQUIVALENT TO FORM
LTD
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 GUY MELDRUM
APPROPRIATE COVER PROPOSED RESIDENCE
BACK FILL
SELECTED ARTICULATION JOINT E.G STORM CLAY PLUG TO FULL NO.4 TRISTANIA DRIVE
PLASTICS "SWIVEL JOINT" OR OTHER APPROVED DEPTH OF BEDDING
FLEXIBLE FITTING INSTALLED TO MANUFACTURERS AT FOOTING ZONE
MARCUS 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. OR FOOTING EDGE UNLESS SPECIFICALLY DETAILED BY THE MANUFACTURE.
1. ALL DRAINS INSTALLED IN GROUND THAT IS FILLED, UNSTABLE, EXPANSIVE (EG. M, 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 & TREES
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 ON-SITE. LINDSAY CONSULTING
AND ASSESSMENT IS REQUIRED BY THE LOCAL AUTHORITY. A SOIL REPORT AND ALL MINIMISE SOIL MOISTURE INCREASES WITHIN THE FOUNDATION JOINTS IN PLUMBING
SURVEY DATUM
PIPES WITHIN 3.0 METERS OF THE HOUSE UNDER CONSTRUCTION SHOULD BE
CALCULATIONS SHOWING PROPOSED METHOD TO PROTECT THE DRAINAGE FROM
CONFIRM THAT THE POTENTIAL
POTENTIAL GROUND MOVEMENTS MAY BE REQUIRED. ARTICULATED TO ACCOMMODATE GROUND MOVEMENTS WITHOUT LEAKAGE. SEPTIC ALLOWABLE SETTLEMENT DOES .
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 NOT EXCEED 70mm EXPANSION
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 JOINT CAPACITY.
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 25/03/22
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 Computer File
REQUIRED TO BE DESIGNED AND CONSTRUCTED IN ACCORDANCE WITH AS/ NZS 3500 CONSULTING P/L 220061. 220061FD.DWG
PART 5. DRAWING NUMBER SHEET REV.
22-0061-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 LTD
LINDSAY CONSULTING PTY
EG. STORM PLASTICS "SWIVEL JOINT"
LTD
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
GUY MELDRUM
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.4 TRISTANIA DRIVE
NOTED OTHERWISE EXCLUDE SOIL PARTICLES)
MARCUS 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 THE 'P' CLASSIFICATION ON THE SCALES
A.S 3660.1 FLEXIBLE JOINT BETWEEN TO COMPLY WITH
SLAB AND WALL A.S 3660.1 SUBJECT SITE AS PER SOIL TEST IS
OVERLAP PIPES 150MM GRATED DRAIN
DUE TO THE LOOSE/SOFT
MINIMUM AS SHOWN
MATERIAL PRESENT & TREES
GROUND SURFACE FALL
1:50 MIN ON-SITE. LINDSAY CONSULTING
CONFIRM THAT THE POTENTIAL
STORM WATER ALLOWABLE SETTLEMENT DOES SURVEY DATUM
DRAINAGE PIPE
SELECTED ARTICULATION SLAB TO BE TIED BACK NOT EXCEED 70mm EXPANSION .
FLEXIBLE JOINT TO THE BUILDING TO MINIMISE
FORCES ON PIPE WORK WHERE
JOINT CAPACITY.
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
75
THIS SITE CLASSIFICATION HAS BEEN RECOMMENDATIONS OR SLEEVE
DETERMINED TO BE CLASSIFIED AS A "P" AS PIPE FROM FIXTURE
PER SITE CLASSIFICATION REPORT BY LINDSAY REVISION LIST
A BUILDER REVIEW - NOT FOR CONSTRUCTION 25/03/22
CONSULTING P/L 220061. 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
220061FD.DWG
DRAWING NUMBER SHEET REV.
Not to scale 22-0061-F11 11 A
Page 29
REINFORCED WALLS FOR WIND CATEGORY - N3 190mm WALL
LINTEL SIZE - refer table LINTEL SIZE - refer table
LINDSAY CONSULTING PTY LTD
1/N16 LINDSAY CONSULTING PTY
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
GUY MELDRUM
PROPOSED RESIDENCE
NO.4 TRISTANIA DRIVE
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 MARCUS 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 25/03/22
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
220061FD.DWG
DRAWING NUMBER SHEET REV.
22-0061-F12 12 A
Page 30
LINDSAY CONSULTING PTY LTD
LINDSAY CONSULTING PTY
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
GUY MELDRUM
PROPOSED RESIDENCE
NO.4 TRISTANIA DRIVE
MARCUS BEACH
R.C. SLAB ON GROUND
DRAWING TITLE
STRUCTURAL PLAN
SCALES
Bracing Required 76.6 kN 0 1 2 3 4m
200 series blockwork Bracing Provided >>100kN
retaining walls as per
details vo
id Orig. 1:100
id
vo
SURVEY DATUM
.
LIFT SHAFT BY OTHERS
290mm blockwork blade ASSOCIATED CONSULTANTS
column with N16 @ 400
CRS each way
Bracing Required 97.1 kN
Bracing Provided >>100kN
Planter boxes, garden beds,
stairs & landings at entry as
per builders specifications
WIND CLASSIFICATION - N3
STUD HEIGHTS & SIZES
NON LOAD BEARING WALLS
400x300 concrete STUDS 2700 - 90x35 MGP10 @ 450 CRS
column with 6-N20
cage with N12 ligs TOP PLATE - 90x35 MGP10
@ 300 CRS BOTTOM PLATE - 90x35 MGP10 REVISION LIST
A BUILDER REVIEW - NOT FOR CONSTRUCTION 25/03/22
NOGGINGS - 1350mm CRS MAXIMUM
300 series blockwork
ALL STUDS NOT NOTCHED
with N16 @ 400 CRS
each way ROOF BATTENS
METAL ROOF BATTENS FIXED IN
SUSPENDED SLAB HAS BEEN DESIGNED TO NOT REQUIRE ACCORDANCE WITH MANUFACTURER'S
SPECIFICATIONS
BASEMENT STRUCTURAL PLAN
ANY LOAD BEARING LINTELS. THEREFORE, WE HAVE NOT
PROTECTIVE COATINGS FOR STEELWORK MUST
BE IN ACCORDANCE WITH THE BCA 3.4.4.4 AND
SPECIFIED ANY LINTEL SIZES. BUILDER SHALL FIX INTO Computer File
220061FD.DWG
SCALE 1:100 SUSPENDED SLAB WITH N12 STARTERS @ 400 CRS. TABLE 3.4.4.2
DRAWING NUMBER SHEET REV.
22-0061-F13 13 A
Page 31
LINDSAY CONSULTING PTY LTD
LINDSAY CONSULTING PTY
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
GUY MELDRUM
PROPOSED RESIDENCE
NO.4 TRISTANIA DRIVE
R.C. SLAB ON GROUND
MARCUS BEACH
DRAWING TITLE
STRUCTURAL PLAN
SCALES
id
0 1 2 3 4m
vo
vo
id Orig. 1:100
SURVEY DATUM
.
ASSOCIATED CONSULTANTS
300mm SLAB
250mm SLAB
230mm MIN SLAB
SLAB THICKNESS NOMINATED IS MINIMUM
DEPTHS. BUILDER SHALL INCREASE THE REVISION LIST
A BUILDER REVIEW - NOT FOR CONSTRUCTION 25/03/22
SLAB WHERE NECESSARY TO PROVIDE
FALL AS SHOWN BY ARCHITECT
SUSPENDED SLAB HAS BEEN DESIGNED TO NOT REQUIRE
GROUND FLOOR SUSPENDED SLAB THICKNESS PLAN
ANY LOAD BEARING LINTELS. THEREFORE, WE HAVE NOT
SPECIFIED ANY LINTEL SIZES. BUILDER SHALL FIX INTO
Computer File
SCALE 1:100 SUSPENDED SLAB WITH N12 STARTERS @ 400 CRS.
DRAWING NUMBER
220061FD.DWG
SHEET REV.
22-0061-F14 14 A
Page 32
LINDSAY CONSULTING PTY LTD
LINDSAY CONSULTING PTY
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
R.C. SLAB ON GROUND
CLIENT AND PROJECT DESCRIPTION
GUY MELDRUM
N12 @ 200 CRS top and bottom U.N.O. PROPOSED RESIDENCE
Bottom laid second, top laid third.
NO.4 TRISTANIA DRIVE
SUSPENDED SLAB TO LAP MIN. MARCUS BEACH
800mm INTO SLAB ON GROUND.
REFER FOUNDATION DETAILS
DRAWING TITLE
STRUCTURAL PLAN
id
SHOWER RECESS vo
id SCALES
vo
N12 @ 200 CRS top and bottom U.N.O.
0 1 2 3 4m
Provide 5-N12
Bottom laid first, top laid fourth.
intermediate top
bars 1.0m long
Orig. 1:100
N12 bars @ 150 CRS each way SURVEY DATUM
Provide 3-N12 top
steel trimmer bars
top and bottom to terrace area
(external slab)
.
6-N16 Bars (@ 200 crs) INTERNAL SLAB EXTERNAL SLAB EXTERNAL SLAB ASSOCIATED CONSULTANTS
bottom steel, 5m long min, EXPOSURE CLASSIFICATION A1 A1 (ENCLOSED) B2 (EXPOSED)
each way.
CONCRETE STRENGTH 32 MPa 32 MPa 40 MPa
N12 bars @ 150 CRS MINIMUM COVER 20 mm Top & Bottom 20 mm 45 mm
each way top and bottom
to lower roof area 6-N20 starter bars
with 1.0m lap. Suspended slab reinforcement and
thicknesses as per engineering
400x300 concrete column
with 6-N20 cage with N12 N12 starters @ 400
N20 longitudinal beam Concrete beam requires ligs @ 300 CRS CRS. 500 laps min.
bars to be cogged top 3-N20 bars top and bottom
and bottom with N12 ligs @ 300 CRS.
SLAB THICKNESS NOMINATED IS MINIMUM
x
REINFORCEMENT BARS ARE REQUIRED TO 1200mm min. lap length.
DEPTHS. BUILDER SHALL INCREASE THE REVISION LIST
HAVE THE TYPICAL COG DETAIL ON ALL A BUILDER REVIEW - NOT FOR CONSTRUCTION 25/03/22
CANTILEVERED SLAB EDGES SLAB WHERE NECESSARY TO PROVIDE
FALL AS SHOWN BY ARCHITECT Blockwork reinforcement
DRIP NOTCH REQUIRED ON ALL as per engineering
CANTILEVERED SLAB EDGES
SUSPENDED SLAB HAS BEEN DESIGNED TO NOT REQUIRE
ANY LOAD BEARING LINTELS. THEREFORE, WE HAVE NOT
GROUND FLOOR SUSPENDED SLAB PLAN SPECIFIED ANY LINTEL SIZES. BUILDER SHALL FIX INTO
SUSPENDED SLAB WITH N12 STARTERS @ 400 CRS. TYPICAL SUSPENDED SLAB SECTION Computer File
220061FD.DWG
SCALE 1:100 NOT TO SCALE DRAWING NUMBER SHEET REV.
22-0061-F15 15 A
Page 33
290x290 blockwork piers
with 4-N16 vertical bars
LINDSAY CONSULTING PTY LTD
LINDSAY CONSULTING PTY
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
Pack out wall to
conceal C3
CLIENT AND PROJECT DESCRIPTION
C3 C1 PROPOSED POOL
GUY MELDRUM
PROPOSED RESIDENCE
NO.4 TRISTANIA DRIVE
MARCUS BEACH
C4
DRAWING TITLE
STRUCTURAL PLAN
290 wide x 390 mm long
MIN. block piers with Pool supporting blockwork
2-N16 vertical bars requires N16 reinforcement at
400 CRS each way
id
C1 - 89x89x5 SHS column fixed to slab with 225x90x12mm baseplate and SCALES
vo C4 2-M12 chemsets. Ramset chemset reo 502. 130mm min. embedment.
vo
id C2 - Ø168.3 x 6.4 CHS column fixed to slab with 12mm baseplate and Bracing Required 121.4 kN 0 1 2 3 4m
4-M12 chemsets. Ramset chemset reo 502. 130mm min. embedment. Bracing Provided >>130kN
Orig. 1:100
C3 - 150x150x4 SHS column fixed to slab with 325x150x12mm baseplate
190mm core-filled blockwork LIFT SHAFT BY OTHERS
with 2-M12 chemsets. Ramset chemset reo 502. 130mm min. embedment.
with N16 vertical bars @ 400 SURVEY DATUM
CRS each way & as shown.
C4 - 89x89x5 SHS column fixed to slab with180x90x12mm corner baseplate .
C1 and 2-M12 chemsets. Ramset chemset reo 502. 130mm min. embedment.
ASSOCIATED CONSULTANTS
2-N16 whiskers
to top of plate
Bracing Required 104.1 kN
(600 mm long)
Bracing Provided >>110 kN
C3
WIND CLASSIFICATION - N3
STUD HEIGHTS & SIZES
NON LOAD BEARING WALLS
12 mm end plate
STUDS 2700 - 90x35 MGP10 @ 450 CRS
TOP PLATE - 90x35 MGP10
400x300 concrete angled Steel column
column with 6-N20 cage BOTTOM PLATE - 90x35 MGP10 REVISION LIST
A BUILDER REVIEW - NOT FOR CONSTRUCTION 25/03/22
SHS/CHS COLUMN END PLATE
with N12 ligs @ 300 CRS
NOGGINGS - 1350mm CRS MAXIMUM
ALL STUDS NOT NOTCHED
NOT TO SCALE
ROOF BATTENS
METAL ROOF BATTENS FIXED IN
SUSPENDED SLAB HAS BEEN DESIGNED TO NOT REQUIRE ACCORDANCE WITH MANUFACTURER'S
SPECIFICATIONS
GROUND FLOOR STRUCTURAL PLAN
ANY LOAD BEARING LINTELS. THEREFORE, WE HAVE NOT
PROTECTIVE COATINGS FOR STEELWORK MUST
BE IN ACCORDANCE WITH THE BCA 3.4.4.4 AND
SPECIFIED ANY LINTEL SIZES. BUILDER SHALL FIX INTO Computer File
220061FD.DWG
SCALE 1:100 SUSPENDED SLAB WITH N12 STARTERS @ 400 CRS. TABLE 3.4.4.2
DRAWING NUMBER SHEET REV.
22-0061-F16 16 A
Page 34
Void LINDSAY CONSULTING PTY LTD
LINDSAY CONSULTING PTY
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
PROPOSED POOL CLIENT AND PROJECT DESCRIPTION
GUY MELDRUM
PROPOSED RESIDENCE
NO.4 TRISTANIA DRIVE
MARCUS BEACH
void
DRAWING TITLE
STRUCTURAL PLAN
SCALES
id
vo
0 1 2 3 4m
Orig. 1:100
SURVEY DATUM
.
ASSOCIATED CONSULTANTS
275mm SLAB
300mm SLAB
225mm SLAB
200mm SLAB
SLAB THICKNESS NOMINATED IS MINIMUM
DEPTHS. BUILDER SHALL INCREASE THE
REVISION LIST
SLAB WHERE NECESSARY TO PROVIDE A BUILDER REVIEW - NOT FOR CONSTRUCTION 25/03/22
FALL AS SHOWN BY ARCHITECT
SUSPENDED SLAB HAS BEEN DESIGNED TO NOT REQUIRE
FIRST FLOOR SUSPENDED SLAB THICKNESS PLAN
ANY LOAD BEARING LINTELS. THEREFORE, WE HAVE NOT
SPECIFIED ANY LINTEL SIZES. BUILDER SHALL FIX INTO
Computer File
SCALE 1:100 SUSPENDED SLAB WITH N12 STARTERS @ 400 CRS.
DRAWING NUMBER
220061FD.DWG
SHEET REV.
22-0061-F17 17 A
Page 35
N12 @ 200 CRS top and bottom to main residence. Bottom laid first, top laid fourth N12 @ 150 CRS top and bottom to terrace & pool surround. Bottom laid first, top laid fourth
Void LINDSAY CONSULTING PTY LTD
LINDSAY CONSULTING PTY
N12 @ 200 CRS top and bottom to terrace & pool surround.
LTD
RPEQ 4928
OFF. 2C/82 PARKER STREET, MAROOCHYDORE PH 54 792 118
Direction of N12
THIS DRAWING REMAINS THE PROPERTY OF
reinforcement bottom Provide N12 top steel Provide N12 top steel LINDSAY CONSULTING PTY LTD AND IS FOR
Bottom laid second, top laid third.
laid first top laid fourth.
intermediates 2.0m intermediates 2.0m THE SOLE USE OF THE CLIENT. NO PART
450mm min. laps.
long each way. MAY BE USED IN PART OR WHOLE WITHOUT
long each way. PRIOR EXPRESS WRITTEN CONSENT OF
LINDSAY CONSULTING PTY LTD
C3 C1 Direction of N12
PROPOSED POOL CLIENT AND PROJECT DESCRIPTION
reinforcement bottom laid
GUY MELDRUM
PROPOSED RESIDENCE
second top laid third.
450mm min. laps.
NO.4 TRISTANIA DRIVE
N12 @ 200 CRS top and bottom to main residence.
MARCUS BEACH
Bottom laid second, top laid third.
C4
DRAWING TITLE
void
STRUCTURAL PLAN
C4 SCALES
N12 bars @ 150 CRS each way
top and bottom to terrace area
id
vo
0 1 2 3 4m
(external slab)
Orig. 1:100
Provide 3-N12 top
steel trimmer bars SURVEY DATUM
.
INTERNAL SLAB EXTERNAL SLAB EXTERNAL SLAB
C1
EXPOSURE CLASSIFICATION A1 A1 (ENCLOSED) B2 (EXPOSED)
N12 bars @ 150 CRS each way CONCRETE STRENGTH 32 MPa 32 MPa 40 MPa ASSOCIATED CONSULTANTS
top and bottom to terrace area
(external slab) MINIMUM COVER 20 mm Top & Bottom 20 mm 45 mm
C3 REINFORCEMENT BARS ARE REQUIRED TO
HAVE THE TYPICAL COG DETAIL ON ALL
N20 longitudinal beam CANTILEVERED SLAB EDGES
bars to be cogged top Suspended slab reinforcement and
and bottom thicknesses as per engineering
DRIP NOTCH REQUIRED ON ALL
CANTILEVERED SLAB EDGES N12 starters @ 400
CRS. 500 laps min.
400x300 concrete angled Concrete beam requires
SLAB THICKNESS NOMINATED IS MINIMUM
x
column with 6-N20 cage 3-N20 bars top and bottom
with N12 ligs @ 300 CRS. with N12 ligs @ 300 CRS. DEPTHS. BUILDER SHALL INCREASE THE REVISION LIST
A BUILDER REVIEW - NOT FOR CONSTRUCTION 25/03/22
6-N20 starter bars with 1200mm min. lap length. SLAB WHERE NECESSARY TO PROVIDE
1.0m lap. FALL AS SHOWN BY ARCHITECT Blockwork reinforcement
as per engineering
SUSPENDED SLAB HAS BEEN DESIGNED TO NOT REQUIRE
ANY LOAD BEARING LINTELS. THEREFORE, WE HAVE NOT
FIRST FLOOR SUSPENDED SLAB PLAN SPECIFIED ANY LINTEL SIZES. BUILDER SHALL FIX INTO
TYPICAL SUSPENDED SLAB SECTION Computer File
SUSPENDED SLAB WITH N12 STARTERS @ 400 CRS. 220061FD.DWG
SCALE 1:100 NOT TO SCALE DRAWING NUMBER SHEET REV.
22-0061-F18 18 A
The text continues on page 36.