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200394 - 161 Cooroy Belli Creek Road, COOROY - Engineering Plans - Dwelling
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Plans and drawings
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Log in to see the plans as drawn Crack width is used as the major criterion for damage assessment, although tilting and twisting
SLAB NOTES B2.1 Foundation soils distortions can also influence the assessment. Local deviations of slope of walls exceeding 1/150
GENERAL NOTES ON STIFFENED RAFT SLAB All soils are effected by water. Silts are weakened by water and some sands can settle if heavily are undesirable. The assessment of damage may also be effected by where it occurs and the
watered, but most problems arise on clay foundations. Clays swell and shrink due to changes in the function of the building, although these effects are not likely to be significant in conventional
G1. These drawings are only suitable for sites which have had a soil test carried out and where the buildings. In the classification of damage, account should also be taken of the history of the
moisture content and the potential amount of movement is implied in the site classification in this
ground movement is predominantly due to soil reactivity under normal moisture conditions. The cracking. For most situations Category 0 or 1 should be the limit. However under adverse
Standard, which is designed as follows:
designs attached only cater for sites classified as A, S, M, H1 and H2 as defined in AS2870. A conditions, Category 2 should be expected although such damage should be rare. Significant
(a) A means stable (non-reactive).
minimum safe bearing capacity of 100kPa is required. damage is defined as Category 3 or worse.
(b) S means slightly reactive.
G2. D, P and E sites are NOT covered. These sites should be designed by a local geotechnical For Category 1 or 2 damage, remedial action should consist of stabilising the moisture conditions
(c) M Means moderately reactive.
engineer. Where a site requires cut and fill over 300mm across the pad area, then specific of the clay and paying attention to repairing or disguising the visual damage. This should be
(d) H1 and H2 means highly reactive.
engineering drawings are required. regarded as part of the normal maintenance of buildings on reactive clays.
(e) E means extremely reactive.
G3. Fill placed after the Geotechnical report should be certified by a local geotechnical engineer as Even significant masonry cracking with crack widths over 5mm often has no influence on the
Sites classified Class A and S may be treated as non-reactive sites in accordance with Paragraph
compacted to level 1 in accordance with AS3796. function of the wall and only presents an aesthetic problem. Generally, the remedial action for such
B2.2. Sites classified as M, H1, H2 and E should comply with the recommendations given in
G4. Site drainage to protect the slab and footings from excessive moisture shall be provided. Refer damage should start with an investigation to establish the cause of the damage. In many cases the
Paragraph B2.3.
to B2.2 and B2.3. treatment should consist of stabilising moisture conditions by physical barriers or paths or
G5. Slabs to be founded on a minimum of 50mm thick compacted granular base. Vapour barrier B2.2 Class A and S sites replenishing moisture in dry foundations. This may be followed by repair of the masonry and
(Visqueen membrane – 0.2mm thick) to be placed under the entire slab. Bar chairs to be placed at wherever possible added articulation should be included while repairs are being effected. Structural
a maximum of 900mm centres in both directions. Sands, silts and clays should be protected from becoming extremely wet by adequate attention to
site drainage and prompt repair of plumbing leaks. repairs to the footing system such as deep underpinning should only be considered as the last
G6. Concrete shall be a minimum of 25Mpa, a maximum of 80-100mm slump and a maximum of resort.
20mm aggregate. Concrete must be pencil vibrated and cured for at least 7 days. B2.3 Class M, H1, H2 and E sites Underpinning should generally be avoided where the problem is related to reactive clays, although
G7. Provision for control of or allowance for shrinkage cracking shall be as follows: it is recognised there may be occasional situations where underpinning or other structural
Where brittle floor coverings (ceramic tiles and the like) are to be used over an area greater than Sites classified as M, H1, H2 or E should be maintained at essentially stable moisture conditions augmentation work is appropriate. None of these structural augmentation work should be
16m2, extra measures shall be taken to control shrinkage and cracking. Such measures shall and extremes of wetting and drying to be prevented. This will require attention to the following: undertaken without proper engineering appraisal.
include one or more of the following: (a) Drainage of the site: The site should be graded or drained so that water cannot pond against or In some cases, walls may be designed to span sagging footings and cantilever beyond hogging
-The amount of slab reinforcement shall not be less than SL92 or equivalent throughout the slab near the building. The ground immediately adjacent to the building should be graded to a uniform footings. In such cases, satisfactory performance will involve the wall remaining free of cracks and
panels where brittle finishes are to be used. Alternatively, an additions sheet of slab mesh shall be fall of 50mm minimum away from the building over the first metre. The subfloor space for the articulation joint movements, and remaining within the limits for the particular joint system.
placed in those areas. buildings with suspended floors should be graded or drained to prevent ponding where this may
-The bedding system for the brittle coverings shall be selected on the basis of the expected slab affect the performance of the footing system. The site drainage recommendations should be B4 PERFORMANCE CONCRETE FLOORS
movement and the characteristics of the floor covering. maintained for the economic life of the building.
-The placement of floor coverings shall be delayed. NOTE: A minimum period of three months (b) Limitation on gardens: The development of the gardens should not interfere with the drainage Shrinkage cracking can be expected in concrete floors. Concrete floors can also be damaged by
drying of the concrete is usually required. Refer to “Foundation Performance and Maintenance” systems. Garden beds adjacent to the building should be avoided. Care should be taken to avoid swelling of reactive clays or settlement of fill. The categories of movement causing the damage are
below. over watering of gardens close to the building footings. given in Table C2, Appendix C. In the classification, account should be taken of whether the
(c) Restrictions on trees and shrubs planting of trees should be avoided near the foundation of a damage is stable or likely to increase, and an allowance should be made for any deviations in the
FOUNDATION PERFORMANCE AND MAINTENANCE building or neighbouring building on reactive sites as they can cause damage due to drying of the level which resulted from, or occurred during construction.
clay at substantial distances. To reduce, but not eliminate, the possibility of damage, tree planting The time of attachment of floor coverings and the selection of the adhesive for them should take in
B1 GENERAL
should be restricted to a distance from the structure of: to account the moisture and the concrete floor and its possible effect on adhesion. Concrete floors
The designs and design methods give in this Standard are based on the performance criteria in (i) 1.5 x mature height for Class E sites. can take a considerable time to dry (three to nine months). Floor coverings and their adhesives can
clause1.3. Importantly, significant damage may be avoided provided that foundation site conditions (ii) 1 x mature height for Class H1 and H2 sites. be damaged by moisture in the concrete and by the shrinkage that occurs as the concrete dries.
are properly maintained. This is expressed in section 1 by the statement that the probability of (iii) 3/4 x mature height for Class M sites. Drying could take three months or more. The time of fixing of floor coverings and the selection of
failure for reasonable site conditions is low, but is higher if extreme conditions are encountered. It is
Where rows or groups of trees are involved, the distance from the buildings should be increased. the adhesive should take these factors into account.
neither possible nor economical to design for the extreme conditions that could occur in the Removal of trees from the site can also cause simulate problems.
foundations if a site is not properly maintained. The expected standard of foundation maintenance is (d) Repair of leaks: Leaks in plumbing; including stormwater and sewerage drainage should be
described in Paragraph B2. repaired promptly.
Some minor cracking and movement will occur in a significant proportion of buildings, particularly The level to which these measures are implemented depends on the reactivity of the site. The
those on reactive clays, and the various levels of damage are discussed in Paragraph B3. measures apply mostly to masonry buildings and masonry veneer buildings. For the frame buildings
The performance requirements of a concrete floor in respect to shrinkage cracking and moisture clad with timber or sheeting, lesser precautions may be appropriate.
reaction with adhesives are discussed in Paragraph B4.
A more extensive discussion of the material in Paragraphs B2 to B4 is contained in the CSIRO B3 PERFORMANCE OF WALLS
pamphlet, 10-91, “Guide to Home Owners on Foundation Maintenance and Footing Performance” It is acknowledged that minor foundation movements occur on nearly all sites and that it is
and it’s recommendations should be followed. impracticable to design a footing system that will protect the building from movement under all
B2 FOUNDATION MAINTENANCE circumstances. The expected performance of footing systems design in accordance with the
Standard is defined in terms of the damage classifications in Table C1. Appendix C.
Apex Engineering Group PTY LTD
Purchaser Name: Kari Goerlitz ACN 632 588 562
MIE Aust. (Registered NER Structural) 5276680
Seller: Sheds n Homes Gympie QLD : RPEQ No. 24223; TAS : 185770492; VIC : EC67493; N.T : 303557ES;
Slab Notes Ultra Steel Structures Pty Ltd Practising Professional Structural & Civil Engineers
Site Address: 161 Cooroy Belli Creek Rd Cooroy QLD 4563 Australia NOT FOR CONSTRUCTION Phone: (07) 5408 2777
Page 1 of 1 Fax:
© Copyright Steelx IP Pty Ltd Email: [email protected]
Signature: J. Ronaldson
Drawing # SGYM200126 - 8 Print Date: 03/12/20 Date: 03/12/20
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